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Academic literature on the topic 'Interaction buckling'

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Published: 4 June 2021
Last updated: 20 February 2023

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Journal articles on the topic "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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8

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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Dissertations / Theses on the topic "Interaction buckling"

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Niu, Shuang. "Interaction Buckling of Cold-Formed Stainless Steel Beams." Thesis, The University of Sydney, 2014. http://hdl.handle.net/2123/11541.

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The research investigates the interaction between sectional and global buckling of cold-formed stainless steel beams. Two separate experimental programs were carried out. The first program was on I sections, reflecting the local-global interaction buckling behavior, while the second program studied distortional-global interaction buckling in lipped channel beams. Three alloys were included: austenitic S30401(304), ferritic S44330(443) and lean duplex S32101(2101), for which extensive material tests were carried out to determine the material properties. Efforts were made to create a test rig which offered clearly defined support and loading conditions. A detailed finite element (FE) model was developed, incorporating actually measured material properties, imperfections and boundary conditions. The FE model was verified against the experimental results, and then was used in a parametric study to extend the experimental database. Practical ranges of overall and cross-sectional slenderness values were covered in the parametric study, and more concise boundary conditions were used to afford data better suited for further theoretical study. The current Australian, American and European design provisions for cold-formed stainless steel beams were evaluated with the parametric study results. All the design codes were found to be unsafe for I-section beams with intermediate or high local buckling slenderness. For lipped channel sections, the Australian and American design codes were reasonably accurate for a distortional slenderness of unity, but were optimistic for a higher distortional slenderness of 1.5. Contrarily, the European code yielded generally better predictions for the high distortional slenderness sections but was quite conservative for low slenderness sections. New design formulae in the form of the Direct Strength Method were proposed according to the existing strength database.
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Pinna, Rodney. "Buckling of suction caissons during installation." University of Western Australia. School of Civil Engineering, 2003. http://theses.library.uwa.edu.au/adt-WU2004.0008.

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Suction caissons are a foundation system for offshore structures which offer a number of advantages over traditional piled foundations. In particular, due to the method of installation used, they are well suited for deep-water applications. The suction caisson consists of an open ended cylindrical shell, which is installed below the seabed in a sequence which consists of two loading phases. The caisson is first installed part way under self weight, with the installation being completed by lowering the pressure within the cylinder and thus allowing the ambient water pressure to force the caisson into the ground. This thesis examines a number of structural issues which result from the form of the caisson — essentially a thin walled cylinder — and the interaction of the caisson with the surrounding soil during installation. To do this, variational analysis and nonlinear finite element analysis are employed to examine the buckling and collapse behaviour of these cylinders. In particular, two issues are considered; the influence of the open end, and the interaction between the cylinder and soil on the buckling and collapse loads. First, the behaviour of open ended cylinders is considered, where the boundary condition at the open end is allowed to vary continuously from completely free to pinned, by the use of a variable lateral spring. This lateral spring restraint may be considered to represent the intermediate restraint provided by a ring stiffener which is not fully effective. The effect of various combinations of boundary conditions is accounted for by the use of a multiplier on the lower bound to the buckling load of a cylinder with classical supports. The variable spring at the open end may also be considered to be an initial, simple representation of the effect of soil restraint on the buckling load. More complex representations of the soil restraint are also considered. A nondimensional factor is proposed to account for the influence of this spring on the buckling load. One combination of boundary conditions, where the upper end of the caisson is pinned, and the lower end free (referred to as a PF boundary condition), is found to have buckling and collapse behaviour which is unusual for cylindrical shells. Buckling loads for such shells are much lower than would be found for cylinders with more typical boundary conditions, and of similar dimensions. More unusually however, PF cylinders are shown to have positive postbuckling strength. The behaviour is found to be a result of the large flexibility which results from the low restraint provided by the PF boundary conditions. This is shown by continuously decreasing the flexibility of the cylinder, by increasing the axial restraint at the pinned end. It is shown that this results in a large increase in buckling load, and a return to more usual levels of imperfection sensitivity. In particular, with an intermediate level of axial restraint, buckling loads and imperfection sensitivity are intermediate between those of PF shells with no, and with full, axial restraint. Overall however, collapse loads for PF cylinders with no additional restraint are well below those of cylinders with stiffer boundary conditions, for equal geometries. Eigenvalue buckling of cylinders fully and partially embedded in an elastic material are examined, and two analytical solutions are proposed. One of these is an extension of a method previously proposed by Seide (1962), for core filled cylinders, to pin ended cylinders which have support from both a core and a surrounding material. The second method represents the elastic support as a two parameter foundation. While more approximate than the first method, this method allows for the examination of a wider range of boundary conditions, and of partial embedment. It is found that the buckling load of the shell/soil system decreases as the embedment ratio decreases. Collapse of fully and partially embedded cylinders is also examined, using nonlinear finite element analysis. The influence of plasticity in the soil is also considered. For cylinders with small imperfections, it is found that the collapse load shows a large increase over that of the same cylinder with no soil support. However, as the size of initial geometric imperfections increases, it is found that the collapse load rapidly approaches that of the unsupported cylinder. In particular, in weak soils the gain in strength over the unsupported shell may be minimal. The exception to this is again PF cylinders. As these have relatively low collapse loads, even very weak soils are able to offer an increase in collapse load over the unsupported case. Finally, a summary of these results is provided in the form of guidance for design of such structures.
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Becque, Jurgen. "The interaction of local and overall buckling of cold-formed stainless steel columns." Thesis, The University of Sydney, 2008. http://hdl.handle.net/2123/3772.

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Abstract: The objective of this research is to investigate the interaction of local and overall flexural buckling in cold-formed stainless steel columns. Literature study exposes a lack of understanding of this subject and a need for experimental data, particularly on the local-overall interaction buckling of stainless steel open sections. Two separate experimental programs were therefore carried out. The first program included 36 tests on pin-ended lipped channel columns. Three alloys were considered: AISI 304, AISI 430 and 3Cr12. The specimens were designed to fail by local-overall interaction buckling in the inelastic stress range, thus highlighting the non-linear behaviour of stainless steel. Half of the specimens were tested under a concentric load. The other half had the load applied with a nominal eccentricity of Le/1500. The test results demonstrate the imperfection sensitivity of local-overall interaction buckling and illustrate the shift in effective centroid in pin-ended columns with singly symmetric cross-section. The second experimental program studied local-overall interaction buckling in 24 pin-ended stainless steel I-section columns. The specimens consisted of plain channels connected back-to-back using sheet metal screws. Two alloys were considered: AISI 304 and AISI 404. Local and overall imperfections were carefully measured in both experimental programs. Extensive material testing was carried out on the alloys employed in the experimental program, in order to determine tensile and compressive material properties, anisotropic parameters and enhanced corner properties. A detailed finite element model is presented, which includes non-linear material behaviour, anisotropy, increased material properties of the corner areas and local and overall imperfections. The model was verified against the two aforementioned experimental programs and against additional data available in literature on stainless steel SHS columns. The model yielded excellent predictions of the specimen failure mode, ultimate strength and load-deformation behaviour. The finite element model was used to generate additional data for stainless steel columns with lipped channel, plain channel, SHS and I-shaped cross-section, failing by local-overall interaction buckling. The parametric studies covered the practical ranges of overall and cross-sectional slenderness values. The Australian/New Zealand, European and North American standards for stainless steel were evaluated using the available data. The comparison reveals an inability of the design codes to properly account for the interaction effect as the cross-sectional slenderness increases. Predictions are unsafe for I-section columns with intermediate or high cross-sectional slenderness. A direct strength method is proposed for stainless steel columns, accounting for the local-overall interaction effect. The method offers a simple design solution which fits within the framework of the current Australian and North-American standards.
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Becque, Jurgen. "The interaction of local and overall buckling of cold-formed stainless steel columns." University of Sydney, 2008. http://hdl.handle.net/2123/3772.

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Abstract: The objective of this research is to investigate the interaction of local and overall flexural buckling in cold-formed stainless steel columns. Literature study exposes a lack of understanding of this subject and a need for experimental data, particularly on the local-overall interaction buckling of stainless steel open sections. Two separate experimental programs were therefore carried out. The first program included 36 tests on pin-ended lipped channel columns. Three alloys were considered: AISI 304, AISI 430 and 3Cr12. The specimens were designed to fail by local-overall interaction buckling in the inelastic stress range, thus highlighting the non-linear behaviour of stainless steel. Half of the specimens were tested under a concentric load. The other half had the load applied with a nominal eccentricity of Le/1500. The test results demonstrate the imperfection sensitivity of local-overall interaction buckling and illustrate the shift in effective centroid in pin-ended columns with singly symmetric cross-section. The second experimental program studied local-overall interaction buckling in 24 pin-ended stainless steel I-section columns. The specimens consisted of plain channels connected back-to-back using sheet metal screws. Two alloys were considered: AISI 304 and AISI 404. Local and overall imperfections were carefully measured in both experimental programs. Extensive material testing was carried out on the alloys employed in the experimental program, in order to determine tensile and compressive material properties, anisotropic parameters and enhanced corner properties. A detailed finite element model is presented, which includes non-linear material behaviour, anisotropy, increased material properties of the corner areas and local and overall imperfections. The model was verified against the two aforementioned experimental programs and against additional data available in literature on stainless steel SHS columns. The model yielded excellent predictions of the specimen failure mode, ultimate strength and load-deformation behaviour. The finite element model was used to generate additional data for stainless steel columns with lipped channel, plain channel, SHS and I-shaped cross-section, failing by local-overall interaction buckling. The parametric studies covered the practical ranges of overall and cross-sectional slenderness values. The Australian/New Zealand, European and North American standards for stainless steel were evaluated using the available data. The comparison reveals an inability of the design codes to properly account for the interaction effect as the cross-sectional slenderness increases. Predictions are unsafe for I-section columns with intermediate or high cross-sectional slenderness. A direct strength method is proposed for stainless steel columns, accounting for the local-overall interaction effect. The method offers a simple design solution which fits within the framework of the current Australian and North-American standards.
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Kandil, Kamel Sayed Ahmed. "Interaction between local and Euler buckling modes in thin-walled columns." Thesis, University of Cambridge, 1988. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.254398.

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Lane, Andrew. "An experimental investigation of buckling mode interaction in PERP wide-flange columns." Thesis, University of Warwick, 2002. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.269543.

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Thorpe, Maria Anastasia. "Deformation and buckling of isolated and interacting thin shells in an elastic medium." Thesis, University of Manchester, 2016. https://www.research.manchester.ac.uk/portal/en/theses/deformation-and-buckling-of-isolated-and-interacting-thin-shells-in-an-elastic-medium(14b4172d-e302-4cf7-9ab2-9718e9aa182f).html.

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This thesis aims to model the effects of interaction and buckling upon pairs of micro-shells embedded within an elastic medium under far field hydrostatic pressure. This analysis is motivated by the role shell buckling plays in the nonlinear nature of the pressure relative volume curve of elastomers containing micro-shells. Current models of the effective properties of these types of composites assume shells are in a dilute distribution within the host medium, and as such assume shells will buckle at the pressure of the associated isolated embedded shell model. For composites with a high volume fraction of micro-shells, or in poorly mixed composites, the dilute distribution model may provide a first approximation to the effective properties of the composite, however, interaction between shells must be considered to find a more accurate model. We begin the process of modelling the buckling of interacting embedded shells by considering the buckling of an isolated embedded thin spherical shell. For a host medium undergoing far field hydrostatic pressure we demonstrate the parameter ranges in which Jones et al. thin shell buckling theory agrees with the thin shell buckling theory of Fok and Allwright. We then use scalings to increase the range of validity of the thin shell approximation used in the Jones et al. theory to include composites with a high contrast between medium and shell materials. This enables more accurate predictions of buckling pressures of embedded shells under far field axially symmetric pressures to also be found, as is demonstrated for an embedded shell under far field axial compression. We model the linear elastic deformation of pairs of embedded micro-shells using the Boussinesq-Papkovich stress function method, before employing the thin shell linear analysis method developed in previous chapters to calculate the critical buckling pressure and buckling patterns of the pair of embedded shells.
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Yap, Derrick. "Interaction of local and distortional buckling of high strength cold-formed steel columns." Thesis, The University of Sydney, 2008. https://hdl.handle.net/2123/28965.

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Thin—walled high strength cold—formed steel sections, when subjected to axial compression, generally fail in a local, distortional and/or flexural—torsional buckling mode. The sections can have a complex shape and can be fabricated from high strength cold-formed steel with thickness as low as 0.42 mm. Such complex section designs may lead to the interaction of local and distortional buckling modes when subjected to axial compression. The objective of the thesis is to investigate both theoretically and experimentally the interaction of the local and distortional buckling modes of cold—formed steel channel section columns in the post-distortional buckling range. A theoretical study was carried out using the Finite Element Method (FEM) by analysing the stress distributions in a simple-lipped channel section under compression. A range of section thicknesses was analysed to observe sections failing in purely distortional buckling modes and with interaction of local and distortional buckling modes. Stress redistribution around the section in the postbuckling range was observed in a method similar to von Karman’s approach. From the stress distributions of the different sections, it was observed that when local and distortional buckling interacts in the postbuckling range, the effect of the post—distortional buckling on the post-local buckling stress is to push the stress higher at the flange-web junctions. This observation explains the mechanics of a section subjected to interaction of local and distortional buckling modes and why it may fail prematurely. The thesis describes two series of tests performed on Stiffened-Web Channel (SWC) section columns and Stiffened Cross-shaped (SCR) channel section columns fabricated from high strength cold-formed steel sheets with thicknesses of 1 mm and 0.42 mm respectively and a nominal yield stress of 550 MPa. For the SWC section, a total of 14 fixed—ended columns were tested in compression to study the local buckling failure of the short columns and the effect of the interaction of local and distortional buckling on the intermediate and long columns. For the SCR section, a total of 14 fixed-ended columns were tested to study the effect of the interaction of local and multiple distortional buckling modes on the failure loads. The effect of the inward and outward deflections in the distortional mode on failure was also observed. The test results are compared with structural design codes of the Australian Standard AS/NZS 4600:2005 and the North American Specification (NAS) for cold—formed steel structures. Both the Effective Width Method (EWM) and the Direct Strength Method (DSM) were found to predict unconservatively for sections failing in the local buckling mode. Further, the DSM predicts very unconservatively for sections failing in the distortional mode when the interaction of local and distortional buckling modes occur. Four new design methods are proposed to improve the local/overall and distortional DSM strength curves. Conclusions on the most appropriate of the four methods and the range of applicability are given.
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Yidris, Noorfaizal. "The post-buckled coupled mode interaction behaviour of thin-walled members in compression using finite element simulation." Thesis, Loughborough University, 2012. https://dspace.lboro.ac.uk/2134/9949.

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The work of this thesis sets out to give a clearer in-depth understanding of the failure mechanics of thin-walled compression members which are associated with complex interactions between the different buckling modes during the loading process. This thesis employs the finite element method in order to examine the effect of the modelling techniques imposed at the section junctions of short struts and to investigate the influence of the local and global end conditions with regard to support and loading on the compressive response of various sections, i.e. I-sections, plain channel sections, box-sections, and lipped channel sections. The thesis also details appropriate finite element modelling strategies and solution procedures taking due account of the influence of material nonlinearity and geometrical imperfections for the determination of the coupled mode interactive response of thin-walled compression members. A detailed account of the complete loading history of the compression members from the beginning of loading through to final collapse is given in the thesis. This involves elastic local buckling, nonlinear elastic and elasto-plastic post-buckling interaction behaviour and yield propagation leading to the development of an appropriate failure mechanism which causes final collapse and unloading. A new finite element modelling strategy has been developed in the thesis with particular reference to being able to deal with the classical assumption of the stress-free in-plane boundary conditions existing at the section junctions of short length strut members during post-local buckling. Also, for fixed-ended columns, with particular reference to singly-symmetric plain channel sections, it has been shown that column deflections are initiated from the onset of local buckling for the case of the constituent plate elements of the section being locally rotationally constrained at their ends. Such columns should not therefore be considered as an overall bifurcation problem of the locally buckled member. In the case of the pinned and fixed-ended boundary conditions of the columns, the finite element simulations are shown to be able to accurately describe the rather different complex failure mechanics with a high degree of imperfection sensitivity being shown to be in evidence for the pin-ended case. Considerably good agreement has been shown to occur with the independent simulations of other researchers using the finite strip method of analysis, with the analytical solution procedures of others and with the findings from independent test work and this has provided confidence in the viability and usefulness of the modelling strategies and solution procedures developed in this thesis.
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YANG, Demao. "Compression Stability of High Strength Steel Sections with Low Strain-Hardening." University of Sydney. School of Civil Engineering, 2003. http://hdl.handle.net/2123/561.

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Thin-walled steel sections made from high strength thin cold-reduced G550 steel to Australian Standard AS 1397-1993 under compression are investigated experimentally and theoretically in this thesis. This thesis describes three series of compression tests performed on box-section stub columns, box-section long columns and lipped channel section columns cold-formed from high strength steel plates in 0.42 mm or 0.60 mm thickness with nominal yield stress of 550 MPa. The tests presented in this thesis formed part of an Australian Research Council research project entitled: Compression Stability of High Strength Steel Sections with Low Strain-Hardening. For the fix-ended stub column tests, a total of 94 lipped-square and hexagonal section stub columns were tested to study the influence of low strain hardening of G550 steel on the compressive section capacities of the column members. For the pin-ended long column tests, a total of 28 box-section columns were tested to study the stability of members with sections which undergo local instability at loads significantly less than the ultimate loads. For the fix-ended lipped channel section columns, a total of 21 stub and long columns were tested to study the failure resulting from local and distortional buckling with interaction between the modes. A numerical simulation on the three series of tests using the commercial finite element computer program ABAQUS is also presented as part of this thesis. The post-buckling behaviour of thin-walled compression members is investigated. The effect of changing variables, such as geometric imperfections and end boundary conditions is also investigated. The ABAQUS analysis gives accurate simulations of the tests and is in good agreement to the experimental results. Theoretical studies using finite strip methods are presented in this thesis to investigate the buckling behaviour of cold-formed members in compression. The theoretical studies provide valuable information on the local and distortional buckling stresses for use in the interaction buckling studies. The finite strip models used are the semi-analytical and spline models. As expected for the stub columns tests, the greatest effect of low strain hardening was for the stockier sections where material properties play an important role. For the more slender sections where elastic local buckling and post-local buckling are more important, the effect of low strain hardening does not appear to be as significant. The pin-ended and fix-ended long column tests show that interaction, which is between local and overall buckling in the box sections, and between local and distortional buckling in the open channel sections, has a significant effect on their member capacities. The results of the successful column tests and ABAQUS simulation have been compared with the design procedures in the Australian & New Zealand Standard for Cold-Formed Steel Structures AS&NZS 4600 and the North American Specification for Cold-Formed Steel Structural Members prepared by the American Iron and Steel Institute. The stub column tests show that the current design rules give too conservative predictions on the compressive section capacities of the column members; whereas the long column tests show that the current column design rules are unconservative if used in their current form for G550 steel. Three design proposals are presented in this thesis to account for the effects of high strength thin steels on the section and member capacities.
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Books on the topic "Interaction buckling"

1

Thurston, Gaylen A. Modal interaction in postbuckled plates: Theory. Washington, D.C: National Aeronautics and Space Administration, Office of Management, Scientific and Technical Information Division, 1989.

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2

Ragon, Scott A. Optimization of composite box-beam structures including effects of subcomponent interaction. Blacksburg, VA: College of Engineering, Virginia Polytechnic Institute and State University, 1995.

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3

Arbocz, Johann. Development of the interactive shell design code 'DISDECO' (Delft Interactive Shell Design Code). [Delft]: [Technical University of Delft], 1986.

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Interaction Diagrams Between Axial Load N and Bending Moment M for Columns Submitted to Buckling: Improvement of Methods Proposed in Standards and Codes. European Communities / Union (EUR-OP/OOPEC/OPOCE), 1993.

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Iliopoulos, John. Spontaneously Broken Symmetries. Oxford University Press, 2017. http://dx.doi.org/10.1093/oso/9780198805175.003.0005.

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In this chapter we present the solution to the problem of mass. It is based on the phenomenon of spontaneous symmetry breaking (SSB). We first give the example of buckling, a typical example of spontaneous symmetry breaking in classical physics. We extract the main features of the phenomenon, namely the instability of the symmetric state and the degeneracy of the ground state. The associated concepts of the critical point and the order parameter are deduced. A more technical exposition is given in a separate section. Then we move to a quantum physics example, that of the Heisenberg ferromagnet. We formulate Goldstone’s theorem which associates a massless particle, the Goldstone boson, to the phenomenon of spontaneous symmetry breaking. In the last section we present the mechanism of Brout–Englert–Higgs (BEH). We show that spontaneous symmetry breaking in the presence of gauge interactions makes it possible for particles to become massive. The remnant of the mechanism is the appearance of a physical particle, the BEH boson, which we identify with the particle discovered at CERN.
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Book chapters on the topic "Interaction buckling"

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de Miranda Batista, Eduardo. "Modelling Buckling Interaction." In Phenomenological and Mathematical Modelling of Structural Instabilities, 135–94. Vienna: Springer Vienna, 2005. http://dx.doi.org/10.1007/3-211-38028-0_3.

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Martin, Katharina, Dennis Daub, Burkard Esser, Ali Gülhan, and Stefanie Reese. "Numerical Modelling of Fluid-Structure Interaction for Thermal Buckling in Hypersonic Flow." In Notes on Numerical Fluid Mechanics and Multidisciplinary Design, 341–55. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-53847-7_22.

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Abstract Experiments have shown that a high-enthalpy flow field might lead under certain mechanical constraints to buckling effects and plastic deformation. The panel buckling into the flow changes the flow field causing locally increased heating which in turn affects the panel deformation. The temperature increase due to aerothermal heating in the hypersonic flow causes the metallic panel to buckle into the flow. To investigate these phenomena numerically, a thermomechanical simulation of a fluid-structure interaction (FSI) model for thermal buckling is presented. The FSI simulation is set up in a staggered scheme and split into a thermal solid, a mechanical solid and a fluid computation. The structural solver Abaqus and the fluid solver TAU from the German Aerospace Center (DLR) are coupled within the FSI code ifls developed at the Institute of Aircraft Design and Lightweight Structures (IFL) at TU Braunschweig. The FSI setup focuses on the choice of an equilibrium iteration method, the time integration and the data transfer between grids. To model the complex material behaviour of the structure, a viscoplastic material model with linear isotropic hardening and thermal expansion including material parameters, which are nonlinearly dependent on temperature, is used.
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Bitter, Neal P., and Joseph E. Shepherd. "Dynamic Buckling and Fluid–Structure Interaction of Submerged Tubular Structures." In Blast Mitigation, 189–227. New York, NY: Springer New York, 2013. http://dx.doi.org/10.1007/978-1-4614-7267-4_7.

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Kalam Aswathy, K. C., and M. V. Anil Kumar. "Interaction of Higher Buckling Modes in Uniformly Compressed Simply Supported Unstiffened Plates." In Lecture Notes in Civil Engineering, 143–52. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-8138-0_12.

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Ivanyi, M., and M. Skaloud. "Interaction between Shear Lag and Plate Buckling in Longitudinally Stiffened Compression Flanges." In CISM International Centre for Mechanical Sciences, 145–69. Vienna: Springer Vienna, 1992. http://dx.doi.org/10.1007/978-3-7091-4332-2_3.

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Fansuri, Muhammad Hamzah, Muhsiung Chang, and Rini Kusumawardani. "A Case Study on Buckling Stability of Piles in Liquefiable Ground for a Coal-Fired Power Station in Indonesia." In Innovative Solutions for Soil Structure Interaction, 88–106. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-34252-4_8.

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Liu, Elizabeth, and M. Wadee. "Imperfection sensitivity in I-section struts experiencing local and strong-axis global buckling mode interaction." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 732–37. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-120.

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Yang, F. Q., Y. Li, B. L. Zheng, and K. Zhang. "Interaction Between Stress and Diffusion in Lithium-Ion Batteries: Analysis of Diffusion-Induced Buckling of Nanowires." In Handbook of Mechanics of Materials, 1–20. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-10-6855-3_59-1.

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Yang, F. Q., Yan Li, B. L. Zheng, and K. Zhang. "Interaction Between Stress and Diffusion in Lithium-Ion Batteries: Analysis of Diffusion-Induced Buckling of Nanowires." In Handbook of Mechanics of Materials, 825–44. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-10-6884-3_59.

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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 "Interaction buckling"

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Zhou, Jing, Yuxiao Liu, and Xin Li. "Pipe Walking-Lateral Buckling Interaction." In 12th Biennial International Conference on Engineering, Construction, and Operations in Challenging Environments; and Fourth NASA/ARO/ASCE Workshop on Granular Materials in Lunar and Martian Exploration. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41096(366)317.

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Syngellakis, S. "Longitudinal buckling of slender pressurised tubes." In FLUID STRUCTURE INTERACTION 2013. Southampton, UK: WIT Press, 2013. http://dx.doi.org/10.2495/fsi130121.

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Adams, Adrian John. "On Interaction Buckling in Platform Conductors." In SPE/IADC Drilling Conference and Exhibition. Society of Petroleum Engineers, 2011. http://dx.doi.org/10.2118/139944-ms.

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Karampour, Hassan, Faris Albermani, and Peter Major. "Interaction Between Lateral Buckling and Propagation Buckling in Textured Deep Subsea Pipelines." In ASME 2015 34th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/omae2015-41013.

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Novel analytical solution to lateral buckling of pipelines based on localization of buckle patterns is proposed. Finite element study is conducted on lateral buckling of a full length pipe. Analytical and FE results are compared and advantages of analytical solution to FE model are highlighted. Interaction between lateral buckling and propagation buckling of cylindrical pipe and textured pipe under transient load path are investigated.
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Karampour, Hassan, and Faris Albermani. "Buckle Interaction in Deep Subsea Pipelines." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-11111.

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The paper investigates the interaction between propagation buckling and lateral buckling in deep subsea pipelines. Lateral buckling is a possible global buckling mode in long pipelines while the propagation buckling is a local mode that can quickly propagate and damage a long segment of a pipeline in deep water. A numerical study is conducted to simulate buckle interaction in deep subsea pipelines. The interaction produces a significant reduction in the buckle design capacity of the pipeline. This is further exasperated due to the inherent imperfection sensitivity of the problem.
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Zhang, Xinhu, Chen An, Menglan Duan, and C. Soares. "Lateral buckling and post-buckling response based on a modified nonlinear pipe-soil interaction model." In Proceedings of the 6th International Conference On Marine Structures (Marstruct 2017). CRC Press/Balkema P.O. Box 11320, 2301 EH Leiden, The Netherlands: CRC Press/Balkema, 2017. http://dx.doi.org/10.1201/9781315157368-94.

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Abdel Hakim, Mahmoud, Amr M. Azouz, and Mohamed Yehia. "Global Buckling and Pipeline Walking Interaction - A Unique Challenge." In Abu Dhabi International Petroleum Exhibition and Conference. Society of Petroleum Engineers, 2014. http://dx.doi.org/10.2118/171987-ms.

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Brown, G., M. Brunner, X. Qi, and I. Stanley. "Lateral Buckling Reliability Calculation Methodology Accounting for Buckle Interaction." In Offshore Technology Conference. Offshore Technology Conference, 2006. http://dx.doi.org/10.4043/17795-ms.

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ŠKALOUD, M., M. ZÖRNEROVÁ, and P. BROŽ. "INTERACTION OF BUCKLING AND CUMULATIVE DAMAGE IN BREATHING WEBS." 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_0029.

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Galgoul, Nelson Szilard, Julia Carla Paulino de Barros, and Rony Peterson Ferreira. "The Interaction of Free Span and Lateral Buckling Problems." In 2004 International Pipeline Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/ipc2004-0308.

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The traditional design approach for most engineering problems, of which pipelines are no exception, is to segment the project and to present design solutions for each of these design items. When setting up a pipeline schedule, therefore, one will find an item called free span analyses and another called global buckling, which covers both lateral and upheaval buckling problems. This has been justifiable so far, because freespan vibrations have traditionally been treated totally dissociated from the axial force on the pipe, while lateral buckling is a problem to which, only recently, the industry has turned its attention. DNV has a tradition of being the regulatory agency, which has a lead on vortex shedding problems. This tradition has recently been confirmed, when they issued a new freespan vibration guideline [1], in which they are now considering the interaction of axial forces in the calculation of the pipeline vibration frequency. Shortly after this code was issued, the authors undertook three large pipeline projects, in which the use of the aforementioned code was a contractual requirement. If on one hand, however, the owner insisted upon the use of the new DNV code, on the other he was not willing to accept the very short free span limits, which were resulting from the calculations. Because of this, the authors were forced to look at the problem in further depth, thus resulting interesting conclusions, which will be presented in this paper. These point out some conservative aspects of the code, and make suggestions as to how this conservatism can be overcome, in order to use the DNV safety approach and still produce larger spans, by properly focusing on the freespan buckling problem. In addition to this, the authors have concluded that the freespan buckling problem cannot be dissociated from global buckling, because, in general, it was found that the pipe not seldom moves from a local span buckling mode to a global lateral buckling mode, thus giving the free span problem a completely different emphasis. The experience gained during these projects will be shared in this paper.
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Reports on the topic "Interaction buckling"

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EXPERIMENTAL INVESTIGATION OF RESIDUAL STRESS IN WELDED T-SECTION BY DOMESTIC Q460 HIGH STRENGTH STEEL. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.080.

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Residual stress is one of the most important initial imperfections for the buckling behavior of steel compression members. An experimental investigation was carried out to quantify the longitudinal residual stress in welded T-section of domestic Q460 high strength steel. The residual stress of 8 specimens with various dimensions was measured by using the splitting method. Based on the experimental data, the magnitude and distribution of both compressive and tensile residual stresses in the entire section were obtained. It was found that the magnitude of tensile residual stresses near the weld was hardly correlated with the sectional dimension, but the magnitude of compressive residual stress in the flange was inversely proportional to the plate thickness and the width-thickness ratio. Moreover, there was no interaction between the flange and web since the total residual stress was close to zero within each plate. According to those conclusions, the distribution model was proposed and compared well with the experimental results. The new model can be used to describe the residual stress in Q460 HSS welded T-section accurately and reliably.
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MODIFICATIONS TO THE GLOBAL AND INTERACTIVE SHEAR BUCKLING ANALYSIS METHODS OF TRAPEZOIDAL CORRUGATED STEEL WEBS FOR BRIDGES. The Hong Kong Institute of Steel Construction, December 2019. http://dx.doi.org/10.18057/ijasc.2019.15.4.6.

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NUMERICAL AND THEORETICAL STUDIES ON DOUBLE STEEL PLATE COMPOSITE WALLS UNDER COMPRESSION AT LOW TEMPERATURES. The Hong Kong Institute of Steel Construction, December 2021. http://dx.doi.org/10.18057/ijasc.2021.17.4.6.

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Double steel plate composite walls (DSCWs) with several unique types of connectors have been implemented to protect offshore oil exploration platforms from concentric forces caused by ice in the Arctic region. This paper investigates the compressive perfor-mance of DSCWs with interlocked J-hooks and overlapped headed studs at low temperatures ranging from 20 ℃ to -80 ℃ with nonlinear finite element models (FEMs). The intricate geometric size of the concrete, multiple interactions of the concrete with the connectors, and material nonlinearities of the concrete have been thoroughly simulated. The reasonable consistency between the results of the monotonic tests and finite element analysis (FEA) on nine DSCWs with interlocked J-hooks and seven DSCWs with overlapped headed studs indicates that the FEMs can effectively predict the compressive performance of the DSCWs at low temper-atures. On the basis of the validated FEMs, the effects of the horizontal and vertical spacing of the connectors on the compressive performance of the DSCWs are studied. Finally, theoretical models of the load-displacement curves are developed to reveal the compressive response of DSCWs at low temperatures with different types of connectors, taking into account the restraining effect of steel plates on the inner concrete and the local buckling of steel plates. Compared with previous tests and FEA, the developed theoretical models have reasonable consistency for the load-displacement curves of DSCWs at low temperatures.
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