Relevant bibliographies by topics / Local buckling

Academic literature on the topic 'Local buckling'

Author: Grafiati
Published: 4 June 2021
Last updated: 14 March 2023

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Journal articles on the topic "Local buckling"

1

Li, Bai Jian, Liang Sheng Zhu, and Xin Sha Fu. "Theoretical Analysis for Local Buckling of Corrugated Steel Plate." E3S Web of Conferences 38 (2018): 03002. http://dx.doi.org/10.1051/e3sconf/20183803002.

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To study local buckling of Corrugated Steel Plate under concentrated loads. Through experimental tests and theorical analysis, bearing capacity and failure form of Corrugated Steel Plate were discussed. Bearing capacity of Corrugated Steel Plate associated with local buckling, which can be assumed to be composed of three parts: buckling of plane rigid frame caused by concentrated loads, buckling of roof and web caused by bending stress. These three parts were unified by buckling relevant equations, then local buckling calculation formula was obtained. Comparing with experimental results, the loads obtained by local buckling calculation formula agree with test results very well. Since the buckling calculation is independent of the material strength, the calculation formula of local buckling is reliable, it can be used to evaluate local buckling of Corrugated Steel Plate.
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Paik, Jeom Kee, Anil K. Thayamballi, and Young Eel Park. "Local Buckling of Stiffeners in Ship Plating." Journal of Ship Research 42, no. 01 (March 1, 1998): 56–67. http://dx.doi.org/10.5957/jsr.1998.42.1.56.

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The aim of the present study is to analytically investigate the characteristics of local buckling of the stiffener web in the stiffened panels under uniaxial compressive loads. A plate-stiffener combination model is used as representative of the stiffened panel. The elastic buckling condition for the stiffener web is analytically derived by solving the characteristic value problem involving the governing differential equation under the corresponding loading and boundary conditions. A series of analyses of stiffener web buckling strength for varying proportions of plating and web/flange is carried out. Based on the computed results, a basic investigation of stiffener web buckling is made. Closed-form approximate expressions for predicting the buckling strength of the stiffener web are derived taking into account the influence of rotational restraints at the plate-stiffener web connection and stiffener web-flange intersections. Design considerations for potentially preventing buckling of the stiffener web are then discussed. The computed basic results for the stiffener web buckling coefficient are documented.
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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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4

Huang, Xin Lei, and Ai Min Ji. "Analysis of Nonlinear Local Buckling of Crane Telescopic Boom." Applied Mechanics and Materials 387 (August 2013): 197–201. http://dx.doi.org/10.4028/www.scientific.net/amm.387.197.

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The problems of nonlinear local buckling of telescopic boom of truck crane in the practical working condition were studied. The arc-length method of nonlinear buckling analysis was introduced. And the corresponding solving steps were given. Based on ANSYS software and redevelopment of ANSYS with APDL (ANSYS Parametric Design Language), the solution of critical stress of nonlinear local buckling of the boom was obtained. The critical stress values of the linear buckling and those of the nonlinear buckling of the boom were compared. The influence of different initial imperfection on the critical stresses of nonlinear local buckling of the rectangular, hexagonal and dodecagonal sectional boom was analyzed. The results indicate that the presented method can solve the problems of the nonlinear local buckling of telescopic boom of truck crane effectively.
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5

Bambach, M. R. "Local buckling and post-local buckling redistribution of stress in slender plates and sections." Thin-Walled Structures 44, no. 10 (October 2006): 1118–28. http://dx.doi.org/10.1016/j.tws.2006.10.005.

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6

Li, Wei, Jing Dong, Hui Qu, Lanqin Wang, and Kun Zhao. "Local Buckling Development of H-Section Steel Core of Buckling-Restrained Brace." Buildings 12, no. 2 (February 17, 2022): 227. http://dx.doi.org/10.3390/buildings12020227.

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To enhance the theoretical basis for the half-wavelength evaluation of high-order local buckling of section steel used as inner core of buckling-restrained brace, this paper conducts theoretical and numerical studies on the local buckling development of an H-section steel core of buckling restrained brace. Firstly, the elastic buckling development of the flange under monotonic compression is theoretically discussed based on the elastic buckling theory of plate and the principle of virtual displacement. The numerical model for the buckling restrained brace with H-section steel core is then established based on Abaqus, and the elastic buckling development of the flange is validated. Finally, further numerical studies are conducted to reveal the elasto-plastic buckling development of the flange and web under cyclic loading. It is found that the local buckling development of the flange and web of the H-section steel core are different from that of the flat plate core of buckling restrained brace. Under cyclic loading, the shortest buckling wave of the flange and web are induced by the buckling of plates on the two sides of the contact point near the ends. It is confirmed that there is no need to consider the lateral support from the restraining members to evaluate the minimum half-wavelength of high-order local buckling for section steel core of buckling-restrained brace.
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AHN, KWANG-HYUN, JIN-SUNG KIM, and HOON HUH. "ENERGY ABSORPTION OF EXPANSION TUBE CONSIDERING LOCAL BUCKLING CHARACTERISTICS." International Journal of Modern Physics B 22, no. 31n32 (December 30, 2008): 5993–99. http://dx.doi.org/10.1142/s0217979208051480.

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This paper deals with the crash energy absorption and the local buckling characteristics of the expansion tube during the tube expanding processes. In order to improve energy absorption capacity of expansion tubes, local buckling characteristics of an expansion tube must be considered. The local buckling load and the absorbed energy during the expanding process were calculated for various types of tubes and punch shapes with finite element analysis. The energy absorption capacity of the expansion tube is influenced by the tube and the punch shape. The material properties of tubes are also important parameter for energy absorption. During the expanding process, local buckling occurs in some cases, which causes significant decreasing the absorbed energy of the expansion tube. Therefore, it is important to predict the local buckling load accurately to improve the energy absorption capacity of the expansion tube. Local buckling takes place relatively easily at the large punch angle and expansion ratio. Local buckling load is also influenced by both the tube radius and the thickness. In prediction of the local buckling load, modified Plantema equation was used for strain hardening and strain rate hardening. The modified Plantema equation shows a good agreement with the numerical result.
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Sui, Qianqian, Changliang Lai, and Hualin Fan. "Buckling analyses of double-shell octagonal lattice truss composite structures." Journal of Composite Materials 52, no. 9 (July 26, 2017): 1227–37. http://dx.doi.org/10.1177/0021998317723446.

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To reveal the compression failure modes of one-dimensional hierarchical double-shell octagonal lattice truss composite structures (DLTCSs), finite element modeling and equivalent continuum models were developed. DLTCS has three typical failure modes: (a) fracture of the strut, (b) global buckling, and (c) local buckling. Failure mode maps were constructed. It is found that column of long enough length will collapse at global buckling. When the column length decreases, the failure mode will turn to local buckling and strut fracture successively. Bay length greatly influences the buckling mode. Longer bay length could change the buckling mode from global buckling to local buckling. Compared with single-shell lattice truss composite structure, DLTCS has advantage in load carrying when the column fails at strut fracture or global buckling, while local buckling tolerance of DLTCS is smaller.
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Chen, Qi Feng, and Mu Yu Liu. "Buckling Analysis of Stiffened Plate with Local Imperfections under In-Plane Bending." Applied Mechanics and Materials 351-352 (August 2013): 290–96. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.290.

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Elastic buckling of stiffened plate with local imperfections were presented in this paper. As its difficult to analysis buckling character of the stiffened plate with local imperfections by using elastic plate theory, this paper used finite element method (FEM) to model 30 different cases of local imperfections in stiffened plate, and analysed how the size, depth and direction of local imperfections affect the critical buckling coefficient of the stiffened plate. Results shown that, the size, depth and direction of local imperfections are have significant impact to the buckling behavior of stiffened plate, the largest decrease of critical buckling coefficient due to the local imperfection reaches 30% in this paper, and the critical buckling coefficient of stiffened plate with smaller stiffness ratio is more susceptible to the local imperfections.
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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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Dissertations / Theses on the topic "Local buckling"

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Hakmi, M. R. "Local buckling of sandwich panels." Thesis, University of Salford, 1988. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.234622.

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Clarin, Mattias. "Plate buckling resistance : patch loading of longitudinally stiffened webs and local buckling /." Luleå : Division of Structural Engineering - Steel Structures, Department of Civil, Mining and Environmental Engineering, Luleå University of Technology, 2007. http://epubl.ltu.se/1402-1544/2007/31/LTU-DT-0731-SE.pdf.

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Yoon, Soon Jong. "Local buckling of pultruded I-shape columns." Diss., Georgia Institute of Technology, 1993. http://hdl.handle.net/1853/20118.

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Da, Silva Vellasco Pedro Colmar Goncalves. "Local web buckling in tapered composite beams." Thesis, Imperial College London, 1992. http://hdl.handle.net/10044/1/29499.

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Recent demand for very heavily serviced widespan office floors has led, as a natural development of the concept of haunched and tapered frames, to the use of composite flooring systems supported by tapered (varying web depth) beams. These systems are very attractive from an economic point of view, combining wide spans, rapid erection and easy access to services between the shallow parts of the beam and the ceiling below. One of the most pressing needs is for a better understanding of the local buckling behaviour of the relatively deep slender web at changes of slope in the lower flange, in particular at the slope change which occurs at the centre of a beam whose depth increases linearly from each support. In the past, with plate girders, this failure mechanism was less relevant than lateral torsional buckling. With the substantial top flange of a composite section, lateral buckling is less likely, and local buckling more likely to govern the design. The tapered beam sections are fabricated from plates by welding and are susceptible to imperfection effects and residual stresses. These phenomena may interact with the localized compressive stress field which is generated in the web at any slope change in the flange to cause local web buckling. The provision of local stiffening is technically feasible, but very expensive. The beam itself is produced fully automatically and the subsequent hand installation of stiffeners consumes man-hours out of all proportion to the weight of steel involved. The prime objective of the present study was to iucntify the relative importance of several parameters that influence the phenomenon, such as angle of taper, web thickness, flange area and others. For practical reasons, the experiments were executed at half-scale and the models simulated the concrete slab of the composite beam by a heavy steel top flange. Three tapered models have been tested with different web thicknesses i.e, 3, 5, and 7 millimetres. Three more specimens with different plastic neutral axis positions were also tested. An extensive parametric study has been made using a non-linear elastoplastic finite element program. This study covered practical ranges of the important parameters including the area of the tension flange and the position of the plastic neutral axis. Moment-rotation relations, peak moments and failure mechanisms have been predicted. Very good correlation was obtained between the results of the parametric study and the experiments. It has become apparent that in the great majority of practical cases it is possible to avoid the use of the expensive hand welded stiffeners. A design formulation has been developed to produce a very simple test of the need for stiffeners.
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Ghosh, Biswarup. "Consequences of Simultaneous Local and Overall Buckling in Stiffened Panels." Thesis, Virginia Tech, 2003. http://hdl.handle.net/10919/31803.

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In this thesis improved expressions for elastic local plate buckling and overall panel buckling of uniaxially compressed T-stiffened panels are developed and validated with 55 ABAQUS eigenvalue buckling analyses of a wide range of typical panel geometries. These two expressions are equated to derive a new expression for the rigidity ratio (EIx/Db)CO that uniquely identifies ¡°crossover¡± panels ¨C those for which local and overall buckling stresses are the same. The new expression for (EIx/Db)CO is also validated using the 55 FE models. Earlier work by (Chen, 2003) had produced a new step-by-step beam-column method for predicting stiffener-induced compressive collapse of stiffened panels. An alternative approach is to use orthotropic plate theory. As part of the validation of the new beam-column method, ABAQUS elasto-plastic Riks ultimate strength analyses were made for 107 stiffened panels ¨C the 55 crossover panels and 52 others. The beam-column and orthotropic approaches were also used. A surprising result was that the orthotropic approach has a large error for crossover panels whereas the beam-column method does not. Some possible reasons for this are suggested. Collapse patterns for the crossover panels are studied and classified from von Mises stress distribution at collapse. The collapse mechanism and load-deflection diagrams suggest stable inelastic post collapse behavior for most panels and an abrupt drop in load carrying capacity in only nine of the 55.
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Clarin, Mattias. "High strength steel : local buckling and residual stresses." Licentiate thesis, Luleå, 2004. http://epubl.luth.se/1402-1757/2004/054.

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Bonanni, David L. "Local buckling and crippling of composite stiffener sections." Thesis, Virginia Polytechnic Institute and State University, 1988. http://hdl.handle.net/10919/80050.

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The local buckling, postbuckling, and crippling (failure) of channel, zee, and I- and J-section stiffeners made of AS4/3502 graphite-epoxy unidirectional tape are studied by experiment and analysis. Thirty-six specimens were loaded in axial compression as intermediate length columns. Examination of the experimental results indicates the existence of a number of damage initiation modes, all of which involve either delamination in some part of the specimen or local material strength failure in a comer of the specimen. The ratio of the flange width to thickness has a strong influence on the buckling stress and damage initiation mode. The inner corner radius strongly affects the buckling and crippling stresses for the I- and J-section specimens. Comparison of the numerical results from a computer code for shell analysis (STAGS) with experimental data shows good correlation prior to buckling and at the buckling load, but diminished agreement in the postbuckling region. This lack of postbuckling correlation is attributed to the neglecting of transverse shearing deformations in the structural theory, inaccuracies in the modeling of in-plane boundary conditions, and damage initiation in the experimental specimens. A plane stress failure analysis for five of the specimens shows the compressive fiber mode criterion of Hashin correlates reasonably well with the first detectable damage event. Equilibrium is used to develop interlaminar stress equations for classical laminated plate theory that require high order derivatives of the displacements. Derivatives computed from discrete displacement data using the Discrete Fourier Transform are inaccurate due to the Gibbs phenomenon.
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8

Dardano, Nicola. "Delamination of thin layers promoted by local buckling." Thesis, IMT Alti Studi Lucca, 2022. http://e-theses.imtlucca.it/363/1/Dardano_phdthesis.pdf.

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This dissertation investigates the combined phenomena of buckling and fracture, which occur in thin superficial layers subjected to compressive forces. As a representative case, the four-point bending test on laminated specimens with midspan, through-the-width delaminations, is taken into consideration: a mechanical model of the test was developed and experimental tests on carbon fiber laminates were conducted. The thesis is subdivided into six Chapters. Chapter 1 presents a general introduction to the investigated problem. Chapter 2 illustrates the state of the art on delamination in composite materials with focus on buckling-driven delamination and four-point bending tests. Chapter 3 illustrates the experimental Mode II fracture toughness characterization of the carbon fiber laminates investigated in the thesis. In Chapter 4, the experimental campaign with four-point bending tests is illustrated. Chapter 5 presents the analytical model to simulate and interpret the four-point bending tests. Chapter 6 shows a comparison between the analytical prediction and the experimental evidence. In Chapter 7, results are summarized and future developments are outlined.
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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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PhD
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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Books on the topic "Local buckling"

1

Hakmi, Mohammed Raheef. Local buckling of sandwich panels. Salford: University of Salford, 1988.

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2

R, Johnson Eric, Starnes James H, and United States. National Aeronautics and Space Administration., eds. Local buckling and crippling of composite stiffener sections. Blacksburg, Va: College of Engineering, Virginia Polytechnic Institute and State University, 1988.

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Sloss, Pat. Buckland Hospital survey: Main findings from survey investigating public reaction to proposed changes to local hospital hospital services : final report to the local authority. Hythe: South East Kent Community Health Council, 1994.

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Steigmann, David J. Linearized theory, the second variation and bifurcation of equilibria. Oxford University Press, 2017. http://dx.doi.org/10.1093/oso/9780198567783.003.0012.

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Effect of Variation in Diameter and Pitch of Rivets on Compressive Strength of Panels with Z-Section Stiffeners: I, Panels with Close Stiffener Spacing That Fail by Local Buckling. Creative Media Partners, LLC, 2021.

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Book chapters on the topic "Local buckling"

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Zhang, Xinhu. "Local/Global Buckling and Propagation." In Encyclopedia of Ocean Engineering, 1–10. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-10-6963-5_278-1.

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Zhang, Xinhu. "Local/Global Buckling and Propagation." In Encyclopedia of Ocean Engineering, 926–35. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-10-6946-8_278.

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Schapery, R. A. "Analysis of Local Buckling in Viscoelastic Composites." In Local Mechanics Concepts for Composite Material Systems, 229–50. Berlin, Heidelberg: Springer Berlin Heidelberg, 1992. http://dx.doi.org/10.1007/978-3-642-84792-9_13.

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El Naschie, M. S. "Chaos and Local Buckling of Elastic Structures." In Integration of Theory and Applications in Applied Mechanics, 113–24. Dordrecht: Springer Netherlands, 1990. http://dx.doi.org/10.1007/978-94-009-2125-2_10.

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Evkin, A. Yu. "Local Buckling of Cylindrical Shells. Pogorelov’s Geometrical Method." In Advanced Structured Materials, 369–91. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-92234-8_20.

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Manzhula, Konstantin P., and Anastasia A. Valiulina. "Local Buckling of Curvilinear Plates in Axial Compression." In Advances in Mechanical Engineering, 112–21. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-62062-2_12.

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Höglund, Torsten. "Local Buckling of Steel Bridge Girder Webs during Launching." In Contact Loading and Local Effects in Thin-walled Plated and Shell Structures, 135–39. Berlin, Heidelberg: Springer Berlin Heidelberg, 1992. http://dx.doi.org/10.1007/978-3-662-02822-3_17.

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Huang, Yongxiang, Shun Liu, Ao Zhao, Di Wang, Minghao Gao, Yanchuan Hui, and Xiao Liu. "Numerical analysis of global-local buckling of sandwich structures." In Civil Engineering and Urban Research, Volume 2, 774–79. London: CRC Press, 2023. http://dx.doi.org/10.1201/9781003372417-110.

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Teng, J. G., and J. M. Rotter. "A Study of Buckling in Column-Supported Cylinders." In Contact Loading and Local Effects in Thin-walled Plated and Shell Structures, 52–61. Berlin, Heidelberg: Springer Berlin Heidelberg, 1992. http://dx.doi.org/10.1007/978-3-662-02822-3_7.

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Manzhula, Konstantin, Alexander Naumov, and Sergei Sokolov. "Local Buckling of Box-Shaped Beams Due to Skew Bending." In Advances in Mechanical Engineering, 129–38. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-39500-1_14.

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Conference papers on the topic "Local buckling"

1

SRIDHARAN, S., and M. ZEGGANE. "CAPTURING LOCALIZATION OF LOCAL BUCKLING IN INTERACTIVE BUCKLING SCENARIOS." 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_0011.

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Suzuki, Nobuhisa, Ryuji Muraoka, Alan Glover, Joe Zhou, and Masao Toyoda. "Local Buckling Behavior of X100 Linepipes." In ASME 2003 22nd International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2003. http://dx.doi.org/10.1115/omae2003-37145.

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Local buckling behavior of API 5L X100 grade linepipes subjected to axial compression and/or bending moment is discussed in this paper based on results obtained by finite element analyses. Yield-to-tensile strength (Y/T) ratio and design factor were taken into account in the finite element analyses in order to discuss their effects on the local buckling behavior. The local bucking behavior of such lower strength linepipes as X60 and X80 grade linepipes is also discussed for comparison. Two-dimensional solid elements and four-node shell elements were used for the finite element modeling of the linepipes subjected to axial compression and bending moment, respectively. The study has improved the understanding of local buckling behavior of the X100 grade linepipes and observed the following trends. When a linepipe is subjected to axial compression, the critical axial stress decreases with increasing design factor and Y/T ratio. However, the nominal critical strain increases with increasing design factor and decreasing Y/T ratio. When a linepipe is subjected to bending moment, the critical bending moment decreases with increasing design factor and Y/T ratio. Similarly, the nominal critical strain increases with increasing design factor. However, the nominal critical strain increases with decreasing Y/T ratio when the design factor is less than and equal to 0.6 and decreases with decreasing Y/T ratio when the design factor is equal to 0.8.
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Monteiro, F. A. C., E. Lucena Neto, and J. A. Hernandes. "LOCAL SKIN BUCKLING OF CYLINDRICAL SHELLS." In 10th World Congress on Computational Mechanics. São Paulo: Editora Edgard Blücher, 2014. http://dx.doi.org/10.5151/meceng-wccm2012-19895.

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Riddick, Jarett, and Kunigal Shivakumar. "Global-local buckling of space truss structures." In 35th Structures, Structural Dynamics, and Materials Conference. Reston, Virigina: American Institute of Aeronautics and Astronautics, 1994. http://dx.doi.org/10.2514/6.1994-1583.

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Wu, Tung-Yu, Sherif El-Tawil, and Jason P. McCormick. "Experimental Study of Cyclic Flange Local Buckling." In Structures Congress 2018. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481325.006.

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Chen, Qishi, Heng Aik Khoo, Roger Cheng, and Joe Zhou. "Remaining Local Buckling Resistance of Corroded Pipelines." In 2010 8th International Pipeline Conference. ASMEDC, 2010. http://dx.doi.org/10.1115/ipc2010-31512.

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This paper describes a multi-year PRCI research program that investigated the local buckling (or wrinkling) of onshore pipelines with metal-loss corrosion. The dependence of local buckling resistance on wall thickness suggests that metal-loss defects will considerably reduce such resistance. Due to the lack of experimental data, overly conservative assumptions such as a uniform wall thickness reduction over the entire pipe circumference based on the defect depth have been used in practice. The objective of this research work was to develop local buckling criteria for pipelines with corrosion defects. The work related to local buckling was carried out in three phases by C-FER and the University of Alberta. The first phase included a comprehensive finite element analysis to evaluate the influence of various corrosion defect features and to rank key parameters. Based on the outcome of Phase 1 work, a test matrix was developed and ten full-scale tests were carried out in Phase 2 to collect data for model verification. In Phase 3, over 150 parametric cases were analyzed using finite element models to develop assessment criteria for maximum moment and compressive strain limit. Each criterion includes a set of partial safety factors that were calibrated to meet target reliabilities selected based on recent research related to pipeline code development. The proposed criteria were applied to in-service pipeline examples with general corrosion features to estimate the remaining load-carrying capacity and to assess the conservatism of current practice.
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DeGeer, D., C. Timms, J. Wolodko, M. Yarmuch, R. Preston, and D. MacKinnon. "Local Buckling Assessments for the Medgaz Pipeline." In ASME 2007 26th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2007. http://dx.doi.org/10.1115/omae2007-29493.

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Medgaz is a consortium of leading international energy companies, with the aim of designing, building and operating an Algerian-European gas pipeline via Spain. The offshore section of this pipeline will be 210 km long, traversing the Mediterranean Sea floor at a maximum depth of 2160 metres. The 24-inch diameter, grade X70 line will provide up to 8 billion cubic metres of natural gas per year, with first gas flow expected in 2009. To support the technical issues surrounding such an ultra-deepwater pipelay, a number of full scale local buckling tests and detailed finite element analyses were undertaken at the C-FER facility in Edmonton, Canada. Local buckling conditions of concern included buckling of the pipe section at the pipe-buckle arrestor interface and collapse of the plain pipe under high external pressure. These conditions may arise during various phases of pipeline installation and operation, but the primary focus was to evaluate the local buckling integrity of the pipe during installation using the S-lay method. These conditions were assessed for both as-fabricated pipe and pipe that was heat treated to simulate a pipe coating process. This paper describes the Medgaz pipeline, its current state of development, the installation challenges that necessitated the buckling assessments, and some of the work performed throughout the study, including full scale tests, finite element analyses, and regression analyses. Collapse and critical bending strain predictive equations were developed and are also presented, and are compared to other well known collapse and critical bending strain equations. The results of these assessments have suggested that, for the local buckling conditions presented herein, the S-lay method can be successfully employed for ultra-deep water pipelay. The results demonstrated that the proposed pipe-buckle arrestor connection design will not cause premature buckling as the pipe traverses along the stinger during installation. In addition, potentially high bending strains in the overbend will not significantly influence the collapse strength of the pipe. The regression equations presented in this paper have also been shown to provide an accurate means of predicting pipe local buckling and collapse.
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Wolodko, J., and D. DeGeer. "Critical Local Buckling Conditions for Deepwater Pipelines." In 25th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2006. http://dx.doi.org/10.1115/omae2006-92173.

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In many deepwater pipeline applications, a clear understanding of pipe local buckling behaviour due to excessive bending and/or external pressure is required to adequately design subsea pipeline systems to an acceptable degree of risk. With ultra-deepwater pipelines being considered for water depths of nearly 3000 m, pipe collapse, in many instances, will govern design. For example, bending loads imposed on the pipeline near the seabed (sagbend region) during installation will reduce the external pressure resistance of the pipeline, and this design case will influence (and generally govern) the final selection of an appropriate pipeline wall thickness. To date, the deepest operating pipelines have been laid using the J-lay method, where the pipeline departs the lay vessel in a near-vertical orientation, and the only bending condition resulting from installation is near the touchdown point in the sagbend. More recently, however, the S-lay method is being considered for installation of pipelines to water depths of nearly 2800 m. During deepwater S-lay, the pipeline originates in a horizontal orientation, bends around a stinger located at the stern or bow of the vessel, and then departs the lay vessel in a near-vertical orientation. Thus, during S-lay, the installed pipe experiences bending around the stinger (overbend region), followed by combined bending and external pressure in the sagbend region. In view of these bending and external pressure loading conditions, analytical work was performed to better understand the local buckling behaviour of thick-walled linepipe due to bending, and the influence of bending on pipe collapse. Variables considered in the analytical evaluations include pipe material properties, geometric properties, pipe thermal treatment, the definition of critical strain, and imperfections such as ovality and girth weld offset. Presented is the finite element analysis (FEA) model developed to perform the assessments, validation of the model, the results of analyses and correlations to experimental data.
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Focke, Eelke S., and Arnold M. Gresnigt. "Local Buckling of Tight Fit Liner Pipe." In ASME 2009 Pressure Vessels and Piping Conference. ASMEDC, 2009. http://dx.doi.org/10.1115/pvp2009-77544.

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A promising possibility to reduce costs in pipelines that require corrosion resistant alloys (CRA) is the use of double wall pipe, consisting of a carbon steel outer pipe and a CRA liner pipe. During installation of such pipe, severe bending and normal force may occur, in particular during installation by reeling. Research has been carried out into the local buckling behaviour of thin walled liner pipe. Important parameters are the wall thickness and material properties of the liner pipe, the contact force between the liner pipe and the outer wall, the coefficient of friction between the two walls and the imperfections. The results of axial compression tests are presented: on liner pipe only (I), on liner pipe while positioned in the outer pipe (II) and on the joined liner and outer pipe (III). Thanks to the support of the outer pipe, local buckling of the liner pipe occurs at much higher stresses and strains than without that support. The measured buckling strains of the tests on liner pipe only (I) are in reasonable agreement with theoretical models. The influence of the determining parameters for the different load cases is discussed. Research on TFP is ongoing.
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Sundaresan, Mannur J., Bashir Ali, Frederick Ferguson, and Mark J. Schulz. "Early detection of local buckling in composite bars." In SPIE's International Symposium on Smart Materials, Nano-, and Micro- Smart Systems, edited by Erol C. Harvey, Derek Abbott, and Vijay K. Varadan. SPIE, 2002. http://dx.doi.org/10.1117/12.476126.

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Reports on the topic "Local buckling"

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HUYNH, Le Anh Thi, Cao Hung PHAM, and Kim J. R. RASMUSSEN. EXPERIMENTAL INVESTIGATION OF COLD-ROLLED ALUMINIUM ALLOY 5052-H36 BEAMS UNDERGOING LOCAL BUCKLING. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.118.

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A NUMERICAL STUDY ON LOCAL AND POST-LOCAL BUCKLING OF STAINLESS STEEL-CONCRETE COMPOSITE COLUMNS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.016.

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MODELING THE LOCAL BUCKLING FAILURE OF ANGLE SECTIONS WITH BEAM ELEMENTS. The Hong Kong Institute of Steel Construction, December 2019. http://dx.doi.org/10.18057/ijasc.2019.15.4.7.

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LOCAL BUCKLING (WRINKLING) OF PROFILED METAL-FACED INSULATING SANDWICH PANELS – A PARAMETRIC STUDY. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.248.

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This study aims to investigate the effects of various parameters including the height of the profiling region, spacing of profiling ribs, length of the panel, thickness and modulus of the foam core, and thickness of the profiled face sheet, on the local buckling capacity of profiled metal faced insulating sandwich panels. A simplified finite element (FE) modeling approach that models the profiled face sheet as a folded plate structure resting on elastic foundation is adopted. This modeling approach was validated through comparison with tests results and 3D FE modeling of the entire sandwich structure in a previous study conducted by the authors. The two-parameter elastic foundation properties are determined using a modified nonlinear Vlasov foundation model. The results show that all the above-mentioned parameters play important roles in controlling the buckling capacity of the panel. However, the slenderness ratio of the panel is the most dominant parameter among all. Understanding the influence of each of the aforementioned parameters aids in the design process of such panels and provides insight into their local buckling response.
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AXIAL RESIDUAL CAPACITY OF CIRCULAR CONCRETE-FILLED STEEL TUBE STUB COLUMNS CONSIDERING LOCAL BUCKLING. The Hong Kong Institute of Steel Construction, September 2018. http://dx.doi.org/10.18057/ijasc.2018.14.3.11.

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LOCAL BUCKLING BEHAVIORS OF COLD-FORMED CIRCULAR HOLLOW SECTIONS HIGH STRENGTH STEEL STUB COLUMNS BASED ON A HIGH-FIDELITY NUMERICAL MODEL (ICASS’2022). The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.337.

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This paper establishes a high-fidelity numerical model to systematically investigate the local buckling behaviors of cold-formed circular hollow section (CHS) high-strength steel stub columns. Material nonlinearity and geometric nonlinearity are carefully accounted for in the FE model. Based on the Menegotto-Point model, the material constitutive of cold-formed CHS is calibrated considering the characteristics of the curvature of the stress-strain curve. The mesh is uniformly patterned according to the cross-section of the CHSs steel under compression. Subsequently, parametric studies are carried out to study the local buckling mode, buckling strength and ductility of the cold-formed high-strength CHS. The cross-sectional slenderness limit and local buckling strength of CHSs with material strength more than 500 MPa are proposed.
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STUDY ON LOCAL BEARING CAPACITY OF COMPOSITE I-GIRDER WITH CONCRETE -FILLED TUBULAR FLANGE AND CORRUGATED WEB. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.331.

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Experimental tests on three composite straight girders and three composite curved girders are carried out to study the local bearing capacity of new composite I-girders with concrete -filled tubular flange and corrugated web (IG-CFTF-CW). The failure modes and the load carrying capacity of the new composite girders under local compressive load are studied. Experimental results show that one of the new composite straight girders failed in web buckling and the other two failed in web yielding. All the three new composite curved girders failed in elastic buckling in the web. The concrete-filled tubular flange (CFTF) can effectively increase the effective bearing length of corrugated web (CW) and the lateral stiffness and the local bearing capacity of the composite girders.
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LOCAL BUCKLING STRENGTH OF CORRODED ANGLE AND CHANNEL STEEL SHAPES AND ITS EVALUATION USING EFFECTIVE WIDTH THEORY. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.002.

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FINITE ELEMENT ANALYSIS OF LOCAL BUCKLING OF STEEL AND COMPOSITE COLUMNS UTILISING HIGH AND ULTRA-HIGH STRENGTH STEEL. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.017.

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BUCKLING BEHAVIOUR OF THE STEEL PLATE IN STEEL – CONCRETE – STEEL SANDWICH COMPOSITE TOWER FOR WIND TURBINE. The Hong Kong Institute of Steel Construction, September 2022. http://dx.doi.org/10.18057/ijasc.2022.18.3.7.

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To solve the problem of collapses caused by local buckling of steel plates under compression in traditional steel towers, a novel steel-concrete-steel (SCS) sandwich composite tower for a wind turbine is proposed in this paper. To study the buckling behaviour of steel plates in SCS sandwich composite towers, six specimens were designed and tested under axial compression. The specimens were designed considering the key parameters of curvature radius, thickness of the steel plate, and the spacing-to-thickness ratio (the ratio of stud spacing to the thickness of steel plate). The failure modes, normalised average stress-strain curves and load-strain curves of the specimens were assessed, and the effects of the curvature radius and the spacing-to-thickness ratio of the steel plate were analysed. The experimental results showed that the buckling strength of the steel plate increased with a decrease in the ratio of the curvature radius to the thickness of the steel plate. The finite element (FE) model of the elastic buckling stress of the steel plate of the SCS sandwich composite tower was employed and validated against the test results. In parametric study, the effects of governing parameters including the curvature radius of the steel plate, thickness of the steel plate and spacing of the studs, on the effective length factors of the inner and outer steel plates were analysed. Subsequently, the design rules of the effective length factor of the inner and outer steel plates, and the design methods of spacing of studs to prevent local instability of the inner and outer steel plates before yielding were proposed.
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