Relevant bibliographies by topics / Buckling

Contents

  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Buckling'

Author: Grafiati
Published: 4 June 2021
Last updated: 19 October 2024

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Journal articles on the topic "Buckling"

1

Chang-jun, Cheng, and Lui Xiao-an. "Buckling and post-buckling of annular plates in shearing, Part I: Buckling." Computer Methods in Applied Mechanics and Engineering 92, no. 2 (November 1991): 157–72. http://dx.doi.org/10.1016/0045-7825(91)90237-z.

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Antman, S. S., and C. L. Adler. "Design of Material Properties That Yield a Prescribed Global Buckling Response." Journal of Applied Mechanics 54, no. 2 (June 1, 1987): 263–68. http://dx.doi.org/10.1115/1.3173005.

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In the context of the large buckling of a nonlinearly elastic column under end thrust, this paper treats the design of (constitutive) functions appearing in bifurcation problems so as to produce a prescribed first bifurcating branch (e.g., a branch having a prescribed number of wiggles, which produce a prescribed pattern of hysteresis with snap bucklings in loading-unloading processes). The solution of this design problem also yields a method for determining a constitutive function from a single buckling experiment. A dual variational formulation is used to reduce the design problem to the solution of a linear Volterra integral equation of the first kind with a singular kernel. Effective numerical methods for the solution of such ill-posed equations are described and then applied to some physically interesting examples. Generalizations are discussed.
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Yunliang, Li, Tan Huifeng, Wang Changguo, and Lu Ming yu. "Membrane Buckling Patterns and Secondary Buckling Analysis." International Journal of Space Structures 23, no. 3 (September 2008): 183–91. http://dx.doi.org/10.1260/026635108786260965.

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Elgindi, Mohamed B., Dongming Wei, Yu Liu, and Hailan Xu. "Buckling and post-buckling of graphene tubes." Mechanics of Advanced Materials and Structures 23, no. 4 (November 10, 2015): 402–6. http://dx.doi.org/10.1080/15376494.2014.981620.

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Melemez, F. Fatih, Talha Boz, Pandian Chelliah, Gokhan Bektas, Mehmet Yildiz, Cem Ozturk, and Yusuf Z. Menceloglu. "Study of Local and Transient Buckling in Glass Fiber Reinforced Composite Using Fiber Bragg Grating." Key Engineering Materials 543 (March 2013): 346–51. http://dx.doi.org/10.4028/www.scientific.net/kem.543.346.

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Glass ber reinforced composites (GFRC) are widely used in load bearing industrialapplications. Failure can occur in GFRC due to matrix cracking, ber breaking, crack coupling,delamination, or combined e ects of these failure mechanisms, and it is important to study thefailure mechanisms for qualitative inspection of the material during its operation. In this paper,GFRC is manufactured using resin transfer molding, and ber Bragg grating is embeddedin the composite during the manufacturing step. A strain gage is surface mounted on thecomposite, to correlate the FBG measurement data. GFRC is subjected to continuous tension-compression load cycles at 1Hz using MTS 322 test-frame servo-hydraulic test machine. TheFBG is characterized in this loading regime, and its strain sensitivity calculated. The cyclicloading induces local buckling the composite. It is observed that the buckling does not leadto immediate failure. However, the initial local buckling is transient in nature and surfaces atcompression stage of the loading cycle. Continuous loading cycles, leads to permanent bucklingin the composite leading to complete failure of the composite, and is observed in real-time usingFBG.
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Ma, Jiaxing, Tao Wang, Yinhui Wang, and Kikuo Ikarashi. "Elastic Web Buckling Stress and Ultimate Strength of H-Section Beams Dominated by Web Buckling." Mathematical Problems in Engineering 2020 (August 19, 2020): 1–18. http://dx.doi.org/10.1155/2020/3097062.

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Numerical analyses and theoretic analyses are presented to study the elastic buckling of H-section beam web under combined bending and shear force. Results show that the buckling stress of a single web with clamped edges gives a good agreement with the buckling stress of an H-section beam web when the local buckling of the beam is dominated by the web buckling. Based on theoretic analyses, a parametric study is conducted to simplify the calculation of buckling coefficients. The parameters involved are clarified first, and the improved equations for the buckling coefficient and buckling stress are suggested. By applying the proposed method, the web buckling slenderness ratio is defined. It is verified that the web buckling slenderness ratio has a strong correlation with the normalized ultimate strength of H-section beams when the buckling of the beams is dominated by web buckling. Finally, a design equation is proposed for the ultimate strength of H-section beams.
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Ndogmo, Joseph, and Martin Mensinger. "Design of the cross‐section of a steel composite bridge taking into account the buckling check according to EN 1993‐1‐5." ce/papers 7, no. 3-4 (September 2024): 62–67. http://dx.doi.org/10.1002/cepa.3065.

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AbstractAs part of optimizing a steel composite section to determine whether longitudinal stiffeners could be omitted concerning plate buckling, a buckling tool was developed that implements both the effective width method (EWM) and the reduced stress method (RSM). These two methods are offered in addition to the finite element method in EN 1993‐1‐5 for buckling analysis. It was found that when using the formula given in EN‐1993‐1‐5 for calculating the critical buckling stress of unstiffened buckling fields, which is independent of the acting stress distribution, the ratio of the elastic critical plate buckling stress to the elastic critical column buckling stress (σcr,p/σcr,c) is underestimated if the compressive stress is not uniform. This affects the detection of column buckling behavior. The most economical variant resulting from the optimization, the buckling tool, the influence of shear deformations combined with plate buckling, and the column buckling behavior of unstiffened buckling fields are presented in this paper.
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Chang-jun, Cheng, and Lui Xiao-an. "Buckling and post-buckling of annular plates in shearing, part II: Post-buckling." Computer Methods in Applied Mechanics and Engineering 92, no. 2 (November 1991): 173–91. http://dx.doi.org/10.1016/0045-7825(91)90238-2.

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Kato, Shiro, Yoshiro Yamauchi, and Takashi Ueki. "Buckling Load of Elliptic Paraboloidal Single Layer Reticulated Roofs under Uniform Load." International Journal of Space Structures 20, no. 2 (June 2005): 91–106. http://dx.doi.org/10.1260/0266351054764227.

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The present paper discusses buckling strength of elliptic paraboloidal reticular roofs under a uniform load on a rectangular plan. The roofs are assumed as three way single layers with a pin-support at all peripheries on a rectangular plan. The buckling analyses are performed for linear buckling, elastic buckling and elastic-plastic buckling. The results of buckling loads are formulated based on two procedures for practical design use. One is an explicit but approximate formula for elastic buckling loads using a knock down factor and the other one is an implicit expression for buckling loads interpreted into a column buckling strength in terms of generalized slenderness ratio.
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Kato, Shiro, Yoshiro Yamauchi, Takashi Ueki, and Kazune Okuhira. "Buckling Load of Elliptic Paraboloidal Single Layer Reticulated Roofs with Simple Supports under Uniform Load." International Journal of Space Structures 20, no. 4 (December 2005): 211–24. http://dx.doi.org/10.1260/026635105775870305.

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The present paper discusses buckling strength of elliptic paraboloidal reticular roofs under uniform load with a rectangular plan. The roofs are assumed as three way single layers with a simple support at all peripheries of a rectangular plan. The buckling analyses are performed for linear buckling, elastic buckling, and elastic-plastic buckling. The results of buckling loads are formulated based on two procedures for practical design use. One is an explicit formula for elastic buckling loads using a knock down factor and the other one is an implicit expression for buckling loads interpreted as a column buckling strength in terms of generalized slenderness ratio.
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Dissertations / Theses on the topic "Buckling"

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CUNHA, PATRICIA CARLA DA. "BUCKLING AND POST-BUCKLING BEHAVIOR OF FOLDED PLATES." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2005. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=7691@1.

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CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
O presente trabalho tem por objetivo estudar o comportamento crítico e pós-crítico de placas dobradas. Placas dobradas, tanto de aço quanto de concreto, têm sido usadas com grande freqüência em obras de engenharia, particularmente como paredes portantes e coberturas de grandes vãos. Neste último caso, placas dobradas têm uma aplicação semelhante a de cascas esbeltas, sendo, porém, mais simples de construir, dado que são compostas de superfícies planas. Neste trabalho utiliza-se o software ABAQUS para análise de placas dobradas compostas de duas placas formando um dado ângulo entre si. Estuda-se o uso destas placas como paredes portantes sob compressão, sendo conduzido um estudo paramétrico para determinar a influência dos diversos parâmetros geométricos e condições de contorno nas cargas críticas e modos críticos da placa dobrada. A seguir são determinados os caminhos pós-críticos e estuda-se a influência dos diversos parâmetros na rigidez pós-crítica e sensibilidade a imperfeições. Finalmente, estuda-se o comportamento não-linear destas placas sob flexão, sendo investigados os fenômenos de perda de estabilidade associados a este problema.
The aim of the present work is to study the buckling and post-buckling behavior of folded plates. Folded plates, made of steel or concrete, have been widely used in engineering construction as load-bearing walls designed to carry floor and roof loads or roofs for large spaces. In the last case, folded plates work as a thin shell, being however easier to build since they are formed by flat surfaces joined along the fold lines. In this work the software ABAQUS is used to study the behavior of V-shaped folded plates. Initially it is analyzed the behavior of these plates when used as load-bearing walls under axial compression. A detailed parametric analysis is conducted to identify the influence of the geometrical parameters and boundary conditions on critical loads and modes. The influence of these parameters on the post-buckling response, post-critical stiffness and imperfection sensitivity is also investigated. Finally, the non-linear response of V-shaped folded plates under flexure is investigated and the possible instabilities under these loading conditions are analyzed.
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Khamisi, Ali. "Stability of Tubular Steel Structures : Buckling and Lateral Torsional Buckling." Thesis, Université de Lorraine, 2016. http://www.theses.fr/2016LORR0172.

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Ce sujet est d’actualité suite à une évolution rapide des types de conception de structures élancées utilisées dans les installations provisoires. C’est seulement depuis une vingtaine d’années que ces structures sont préfabriquées en cadres multidirectionnels (de sections tubulaires en acier ou en aluminium). Ces structures sont légères et leur stabilité réside seulement dans les raideurs internes au niveau des files de montants et au niveau horizontal par les planchers ainsi que dans les liaisons avec l’ouvrage. Ce travail concerne l’étude des instabilités (flambement-déversement) en tenant compte de différents types d’imperfections. De nouvelles courbes de flambement ainsi que les facteurs d’imperfection associés sont proposés dans cette thèse. Ces courbes sont obtenues en imposant une déformée initiale représentant les défauts géométriques et mécaniques (contraintes résiduelles). Les résultats expérimentaux confrontés avec les prévisions théoriques de l’Eurocode 3 montrent que les valeurs des imperfections figurant dans la littérature sont extrêmement exagérées. Les valeurs préconisées dans ce travail pourraient présenter un certain intérêt pour une modification éventuelle des courbes européennes de flambement pour ce type de structure. En ce qui concerne l’instabilité latérale, une méthodologie originale d’essais en vraie grandeur de poutres à treillis formés d’éléments tubulaires a été également mise au point. Le système de chargement à « roues libres » développé permet de libérer le point d’application de l’effort dès le début de l’instabilité. Cette technique conduit à des mesures plus précises du moment critique de déversement
This subject becomes topical following a rapid evolution of design procedures for slender structures used widely in the temporary installations. Only through the last twenty years that these structures are prefabricated of multidirectional frames (steel or aluminium tubular sections). These structures are lightweight and their stability lies only in the internal stiffness at rows of posts and horizontally by the planking as well as the links with the building. This work concerns the study of instabilities (buckling - lateral torsional buckling) taking into account different types of imperfections. New buckling curves and the associated imperfection factors are proposed in this thesis. These curves are obtained by imposing an initial deformed representing the geometrical and mechanical defects (residual stress). The experimental results were confronted with theoretical predictions of Eurocode 3 which show that the values of the imperfections in the literature are extremely exaggerated. The values advocated in this work could be of interest for a possible adjustment of the European buckling curves for this type of structure. Regarding the lateral instability, an original methodology in real scale tests of trusses consist of tubular elements was also developed. The developed loading system of "free wheels" allows releasing the point of application of the force from the beginning of instability. This technique leads to more accurate measurements of the critical lateral torsional buckling moment
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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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Mahar, Akshay Mangal. "Buckling and post-buckling behaviour of cold-formed steel built-up columns." Thesis, Queensland University of Technology, 2022. https://eprints.qut.edu.au/232829/1/Akshay%20Mangal_Mahar_Thesis.pdf.

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This research investigated the stability and strength behaviour of cold-formed steel built-up columns. The stability behaviour was investigated by developing a compound spline finite strip based computational tool, while experiments and finite element studies were performed to investigate the strength behaviour. The results highlighted the shortcomings of the current design standards, including North American and Australian/New Zealand Standards, and led to simplified design procedures and strength equations for cold-formed steel built-up columns. Overall, this research has significantly improved the knowledge of cold-formed steel built-up columns, enabling structurally efficient and safer designs.
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Sadr-Hashemi, Farshid. "Buckling of conical shells." Thesis, University College London (University of London), 1988. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.685403.

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JUNIOR, WALTER MENEZES GUIMARAES. "BUCKLING OF VISCOELASTIC STRUCTURES." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2006. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=9164@1.

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CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
Este trabalho apresenta um modelo computacional aplicável à análise de sistemas estruturais viscoelásticos submetidos a grandes deslocamentos, com particular atenção ao fenômeno da instabilidade. A discretização dos modelos é obtida através de elementos finitos isoparamétricos bidimensionais que podem ser empregados na análise de colunas, pórticos, arcos e cascas axissimétricas. A estabilidade elástica do sistema é verificada ao longo de trajetórias de equilíbrio definidas no espaço carga-deslocamentos, onde a ocorrência de pontos de bifurcação ou de pontos-limite é indicada através da troca de sinal do pivô da matriz de rigidez tangente. A inclusão de um modelo viscoelástico linear para o material possibilita a avaliação do efeito do tempo de carregamento sobre a carga de flambagem da estrutura. O mecanismo de instabilidade correspondente à flambagem viscoelástica envolve duas variáveis básicas: a magnitude da carga (carga crítica) e a duração da carga (tempo crítico). Os exemplos apresentados ilustram esses conceitos e fornecem resultados interessantes a respeito dos efeitos da viscoelasticidade sobre a flambagem em diferentes sistemas estruturais.
This thesis presents a computational model for the analysis of viscoelastic structures undergoing large displacements, with particular attention to unstable phenomena. The discrete model utilizes two-dimensional isoparametric finite elements in the analysis of columns, frames, arches and axially symmetric shells. The elastic stability of the system is verified along the equilibrium paths in the multidimensional load-displacements space, with bifurcation or limit points indicated by sign changes of the pivot of the tangent stiffness at every incremental step. A linear viscoelastic model for the material is included, allowing for the consideration of the effect of loading time on the buckling load for the structure. Thus, the mechanism leading to loss of stability, corresponding to viscoelastic buckling, involves two basic variables: load magnitude and duration of the load, designated as critical load and critical time. The examples presented herein enlighten such concepts and provide interesting results about viscoelastic effects on buckling of different structural systems.
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Moroder, Daniel. "Longitudinal bar buckling behavior." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2008. http://amslaurea.unibo.it/94/.

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Reinforced concrete columns might fail because of buckling of the longitudinal reinforcing bar when exposed to earthquake motions. Depending on the hoop stiffness and the length-over-diameter ratio, the instability can be local (in between two subsequent hoops) or global (the buckling length comprises several hoop spacings). To get insight into the topic, an extensive literary research of 19 existing models has been carried out including different approaches and assumptions which yield different results. Finite element fiberanalysis was carried out to study the local buckling behavior with varying length-over-diameter and initial imperfection-over-diameter ratios. The comparison of the analytical results with some experimental results shows good agreement before the post buckling behavior undergoes large deformation. Furthermore, different global buckling analysis cases were run considering the influence of different parameters; for certain hoop stiffnesses and length-over-diameter ratios local buckling was encountered. A parametric study yields an adimensional critical stress in function of a stiffness ratio characterized by the reinforcement configuration. Colonne in cemento armato possono collassare per via dell’instabilità dell’armatura longitudinale se sottoposte all’azione di un sisma. In funzione della rigidezza dei ferri trasversali e del rapporto lunghezza d’inflessione-diametro, l’instabilità può essere locale (fra due staffe adiacenti) o globale (la lunghezza d’instabilità comprende alcune staffe). Per introdurre alla materia, è proposta un’esauriente ricerca bibliografica di 19 modelli esistenti che include approcci e ipotesi differenti che portano a risultati distinti. Tramite un’analisi a fibre e elementi finiti si è studiata l’instabilità locale con vari rapporti lunghezza d’inflessione-diametro e imperfezione iniziale-diametro. Il confronto dei risultati analitici con quelli sperimentali mostra una buona coincidenza fino al raggiungimento di grandi spostamenti. Inoltre, il caso d’instabilità globale è stato simulato valutando l’influenza di vari parametri; per certe configurazioni di rigidezza delle staffe e lunghezza d’inflessione-diametro si hanno ottenuto casi di instabilità locale. Uno studio parametrico ha permesso di ottenere un carico critico adimensionale in funzione del rapporto di rigidezza dato dalle caratteristiche dell’armatura.
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Purbolaksono, Judha. "Buckling and post-buckling analysis of cracked plates by the boundary element method." Thesis, Queen Mary, University of London, 2003. http://qmro.qmul.ac.uk/xmlui/handle/123456789/1831.

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This thesis presents boundary element formulations for buckling and nonlinear buckling analysis of plates. Dual boundary element formulations are also presented for linear and nonlinear buckling, and large deformation analysis of crack behaviour in plates. Reissner plate theory is adopted to represent shear deformable plate bending, and two dimensional plane stress is used to model the membrane behaviour of plate. By taking into account the nonlinear interaction between forces and rotations in the equilibrium equation, the nonlinear formulation is formed by coupling equations of shear deformable plate bending and two dimensional elasticity. The boundary element formulation for plate buckling is developed. Plate buckling equations are written as a standard eigenvalue problem. Buckling coefficients and buckling modes are obtained using this formulation. Initially, the boundary is discretised into quadratic isoparametric elements, and the domain is discretised using constants cells. Next, the dual reciprocity method is utilized to transform the domain integral into equivalent boundary integrals. Examples are presented for plate buckling problems with different geometry, loading and boundary conditions. The results obtained are shown to be in good agreement with analytical and finite element results. The Dual Boundary Element Method (DBEM) for buckling analysis of plate is also developed. The plate buckling equations are also presented as a standard eigenvalue problem, which would allow direct evaluation of critical load factor and buckling modes for cracked plates. Geometrically nonlinear boundary element formulation is developed to analyse large deformation and nonlinear buckling of plates. Different load incremental approaches and solution procedures are presented. Nonlinear terms are evaluated using a radial basis function. Large deformation analysis for Fracture Mechanics problems is also presented. Five stress intensity factors are calculated, i. e. three for plate bending and two for membrane. Crack Opening Displacement (COD) is used to compute the stress intensity factors. The nonlinear buckling of thin plate is also presented. Two models of imperfection are introduced in the formulation, i. e. a small uniform transverse loads and distributed transverse loads based on eigenvectors. A simple numerical algorithm is presented to analyse the problems. Finally, nonlinear buckling analysis of cracked plate is presented. Numerical examples of nonlinear buckling and large deformation problems are presented. The BEM results presented are shown to be in good agreements with analytical and other numerical results.
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SOLTANI, GHULAM H. "BUCKLING AND POST-BUCKLING RESPOSNE OF SINGLE CURVATUE BEAM-COLUMNS UNDER THERMAL (FIRE) LOADS." OpenSIUC, 2017. https://opensiuc.lib.siu.edu/theses/2147.

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The main objective of this research was to study the buckling and post-buckling response of axially restrained beam-columns under thermal loading. Also the effects of slenderness ratios on pre-buckling and post-buckling behavior which is neglected in AISC specification was examined. The results of this study indicate that: a) Both the deflection and end moment amplification factors are significantly smaller for the restrained beam-columns subjected to temperature increase than the corresponding unrestrained beam-columns subjected to (mechanical) axial loads. b) The deflection amplification factors tend to decrease with decreasing ratio of end moments. However, reverse seems to occur for the moment amplification factors and as the moment amplification factors tend to increase with decreasing moment ratio particularly in the pre-buckling and the initial post-buckling range (0.1 < T/Tcr < 1.5). c) The thermal amplification factors tend to be smaller than the AISC values even in the pre-buckling range with those for the slender beam-columns significantly smaller than those for the shorter beam-columns.
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Ozdemir, Kerem Murat. "Lateral Buckling Of Overhanging Beams." Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12606488/index.pdf.

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Lateral torsional buckling should be taken into account during the design of overhanging steel beams. One special type of overhanging beams is the crane trolley monorails. Lateral buckling of overhanging monorails under idealized loading and boundary conditions has been studied in the past using classical mathematical procedures. This thesis aims to present a detailed investigation of overhanging monorails using finite element analysis. Effects of different loading and boundary conditions were studied in detail. It was found out that the location of loading and supports on the cross section have significant effects on the buckling capacity. Beams having different warping and torsional properties were analyzed. The effects of cross section distortion on buckling capacity were investigated for beams with single and double overhangs. The reduction in capacity due to cross section distortion has been quantified. Based on the analysis results simple design recommendations were developed for lateral buckling of overhanging monorails and they are presented herein.
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Books on the topic "Buckling"

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Lindberg, Herbert E., and Alexander L. Florence. Dynamic Pulse Buckling. Dordrecht: Springer Netherlands, 1987. http://dx.doi.org/10.1007/978-94-009-3657-7.

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Byskov, Esben. Selected buckling problems. Lyngby, Denmark: Department of Structural Engineering, Technical University of Denmark, 1990.

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G, Falzon B., and Aliabadi M. H, eds. Buckling and post buckling structures: Experimental, analytical and numerical studies. London: Imperial College Press, 2008.

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Johann, Arbocz, and Weller T, eds. Buckling experiments: Experimental methods in buckling of thin-walled structures. Chichester: Wiley, 1998.

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Shama, Mohamed. Buckling of Ship Structures. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-17961-7.

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Shama, Mohamed. Buckling of Ship Structures. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013.

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Kachanov, L. M. Delamination Buckling of Composite Materials. Dordrecht: Springer Netherlands, 1988. http://dx.doi.org/10.1007/978-94-009-2819-0.

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Bushnell, D. Computerized buckling analysis of shells. Dordrecht: Springer Netherlands, 1985. http://dx.doi.org/10.1007/978-94-009-5063-4.

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Akbarov, Surkay. Stability Loss and Buckling Delamination. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-30290-9.

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C, Chamis C., and United States. National Aeronautics and Space Administration., eds. Probabalistic progressive buckling of trusses. [Washington, DC]: National Aeronautics and Space Administration, 1991.

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Book chapters on the topic "Buckling"

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Gooch, Jan W. "Buckling." In Encyclopedic Dictionary of Polymers, 97. New York, NY: Springer New York, 2011. http://dx.doi.org/10.1007/978-1-4419-6247-8_1645.

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Suhir, E. "Buckling." In Structural Analysis in Microelectronic and Fiber-Optic Systems, 324–52. Dordrecht: Springer Netherlands, 1991. http://dx.doi.org/10.1007/978-94-011-6535-8_17.

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Leckie, Frederick A., and Dominic J. Dal Bello. "Buckling." In Strength and Stiffness of Engineering Systems, 1–29. Boston, MA: Springer US, 2008. http://dx.doi.org/10.1007/978-0-387-49474-6_10.

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Barbero, Ever J. "Buckling." In Finite Element Analysis of Composite Materials using Abaqus®, 181–98. 2nd ed. Boca Raton: CRC Press, 2023. http://dx.doi.org/10.1201/9781003108153-4.

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Audoly, Basile. "Buckling and Post-buckling of Plates." In Encyclopedia of Continuum Mechanics, 1–16. Berlin, Heidelberg: Springer Berlin Heidelberg, 2018. http://dx.doi.org/10.1007/978-3-662-53605-6_134-1.

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Eslami, M. Reza. "Buckling and Post-buckling of Beams." In Buckling and Postbuckling of Beams, Plates, and Shells, 7–110. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-62368-9_2.

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Audoly, Basile. "Buckling and Post-buckling of Plates." In Encyclopedia of Continuum Mechanics, 222–37. Berlin, Heidelberg: Springer Berlin Heidelberg, 2020. http://dx.doi.org/10.1007/978-3-662-55771-6_134.

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Strømmen, Einar N. "Elastic Buckling." In Structural Mechanics, 247–304. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-44318-4_12.

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Bonnet, Mireille. "Scleral Buckling." In Microsurgery of Retinal Detachment, 89–114. Berlin, Heidelberg: Springer Berlin Heidelberg, 1989. http://dx.doi.org/10.1007/978-3-662-08731-2_12.

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Chakrabarty, J. "Plastic Buckling." In Mechanical Engineering Series, 459–537. New York, NY: Springer New York, 2000. http://dx.doi.org/10.1007/978-1-4757-3268-9_7.

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Conference papers on the topic "Buckling"

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Xu, Yixiang, Michael Chen, and Wenjun Chen. "Buckling and Post-Buckling of a Pumpkin Balloon." In 51st AIAA/ASME/ASCE/AHS/ASC Structures, Structural Dynamics, and Materials Conference
18th AIAA/ASME/AHS Adaptive Structures Conference
12th. Reston, Virigina: American Institute of Aeronautics and Astronautics, 2010. http://dx.doi.org/10.2514/6.2010-2671.

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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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Aasen, Jan A., and Bernt S. Aadnøy. "Buckling Models Revisited." In IADC/SPE Asia Pacific Drilling Technology. Society of Petroleum Engineers, 2002. http://dx.doi.org/10.2118/77245-ms.

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Goldfeld, Yiska. "Buckling and Initial Post-Buckling of Generally Stiffened Conical Shells." In 47th AIAA/ASME/ASCE/AHS/ASC Structures, Structural Dynamics, and Materials Conference
14th AIAA/ASME/AHS Adaptive Structures Conference
7th. Reston, Virigina: American Institute of Aeronautics and Astronautics, 2006. http://dx.doi.org/10.2514/6.2006-2275.

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Kala, Zdeněk, Martin Kalina, and Petr Frantík. "Buckling and post-buckling of the von Mises planar truss." In PROCEEDINGS OF THE INTERNATIONAL CONFERENCE ON NUMERICAL ANALYSIS AND APPLIED MATHEMATICS 2014 (ICNAAM-2014). AIP Publishing LLC, 2015. http://dx.doi.org/10.1063/1.4913079.

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Gong, Lixin. "Onset and Post Buckling of Pipe-in-Pipe’s Helical Buckling Using Improved Energy Method." In ASME 2018 37th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/omae2018-77032.

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The purpose of this paper is to present theoretical solutions based on an improved energy method for predicting the helical buckling (HB) behavior of pipes in vertical, inclined, and horizontal wells. The energy method has been applied to solve the pipe-in-pipe’s (PIP) helical buckling behavior since Lubinski, et al [2] in the 1950’s. However, in the preceding studies, the energy methods are not yet completely correct because the pipe’s potential energy of the distributed contact normal force induced by the helical buckling was considered to be negligible. This deficiency caused improper deductive procedures. In this paper, the energy method is improved by adding the term of the potential energy of the distributed contact normal force. With this improvement, not only can the PIP’s critical helical buckling forces be successfully derived, but it also provides a deeper insight on the PIP’s helical buckling onset, as well as the post helical buckling behavior. For inclined and horizontal wells, equations are provided to determine the critical forces required to initiate the helical buckling mode for both “long” and “short” pipes. In addition, the post buckling behavior is also described, and a new concept of helical buckling zone (HBZ) for “short” pipes is introduced based on the force-pitch plots as an area in-between the helical buckling’s onset curve and the classical Lubinski curve. Finite element ABAQUS models have also been utilized to confirm the analysis using the improved energy method. And the ABAQUS results show remarkable agreement with the theoretical solutions.
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Seibel, Arthur, and Josef Schlattmann. "Buckling Analysis under Uncertainty." In Second International Conference on Vulnerability and Risk Analysis and Management (ICVRAM) and the Sixth International Symposium on Uncertainty, Modeling, and Analysis (ISUMA). Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413609.215.

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Cosham, Andrew, Kenneth A. Macdonald, Ian MacRae, and Malcolm Carr. "ECAs and Lateral Buckling." In ASME 2019 38th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/omae2019-95529.

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Abstract An engineering critical assessment (ECA) is commonly conducted during the design of an offshore pipeline in order to determine the tolerable size of flaws in the girth welds. API 579-1/ASME FFS-1 2016 and BS 7910:2013+A1:2015 Incorporating Corrigenda Nos. 1 and 2 give guidance on conducting fitness-for-service assessments of cracks and crack-like flaws. DNVGL-RP-F108, 2017 Assessment of flaws in pipeline and riser girth welds describes a methodology to satisfy the fracture and fatigue limit states in DNVGL-ST-F101, 2017 based on Option 2 with ductile tearing in BS 7910:2013. It requires that the stress-strain curve used in a strain-based fracture mechanics analysis should represent a high yield strength combined with low strain-hardening properties (a characteristic high stress-strain curve with low strain hardening), and that used in a stress-based fracture mechanics assessment should represent a low yield strength. A pipeline operating at high temperatures and/or high pressures is subject to high compressive axial forces. The pipeline might then relieve these forces by buckling. A design that incorporates controlled lateral buckling is an efficient solution to the problem of high compressive axial stresses. Lateral buckling does, however, give rise to relatively high tensile axial strains (possibly exceeding 0.4 percent) in the pipe wall, and, relatively high fatigue loading associated with movement of the buckle under start-up and shut-down cycles. The calculated tensile axial strain in the pipe wall in a lateral buckle depends on the assumed stress-strain curve. It tends to be higher if a low yield strength combined with low strain-hardening properties is assumed. There is then an apparent inconsistency between the two sets of assumptions. A deterministic assessment of a circumferentially-orientated, internal surface crack-like flaw in a girth weld in a lateral buckle is used to investigate the significance of this apparent inconsistency.
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Wiebe, Richard, Lawrence Virgin, Ilinca Stanciulescu, and S. Spottswood. "On Snap-Through Buckling." In 52nd AIAA/ASME/ASCE/AHS/ASC Structures, Structural Dynamics and Materials Conference. Reston, Virigina: American Institute of Aeronautics and Astronautics, 2011. http://dx.doi.org/10.2514/6.2011-2083.

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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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Reports on the topic "Buckling"

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Danielson, D. A. Buckling of Ship Grillages. Fort Belvoir, VA: Defense Technical Information Center, September 1996. http://dx.doi.org/10.21236/ada316711.

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Dux P.F. and Kitipornchai S. Buckling of suspended I-beams. St. Lucia, Qld, Australia: The University of Queensland, Department of Civil Engineering, January 1988. http://dx.doi.org/10.14264/403611.

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Lee, A. S., and S. E. Bumpas. Buckling analysis of spent fuel basket. Office of Scientific and Technical Information (OSTI), May 1995. http://dx.doi.org/10.2172/71376.

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Danielson, D. A., and D. P. Kihl. Buckling of Ship Grillages - Part II,. Fort Belvoir, VA: Defense Technical Information Center, September 1997. http://dx.doi.org/10.21236/ada331088.

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Greimann, L., F. Fanous, S. Safar, R. Challa, and D. Bluhm. Buckling evaluation of System 80+{trademark} containment. Office of Scientific and Technical Information (OSTI), August 1994. http://dx.doi.org/10.2172/10192221.

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Jung, Gonghyun, T. D. Huang, Pingsha Dong, Randal M. Dull, Christopher C. Conrardy, and Nancy C. Porter. Numerical Prediction of Buckling in Ship Panel Structures. Fort Belvoir, VA: Defense Technical Information Center, January 2006. http://dx.doi.org/10.21236/ada495201.

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Tang, Y. Buckling of elliptical rings under uniform external pressure. Office of Scientific and Technical Information (OSTI), April 1991. http://dx.doi.org/10.2172/10134497.

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Hou, H. T., M. J. Li, X. X. Yan, C. X. Qiu, X. F. Liu, and B. Qu. TESTING OF BUCKLING - RESTRAINED BRACES WITH REPLACEABLE FUSES. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.051.

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Dugan, John. Buckling of Arctic Sea Ice in Lateral Compression. Fort Belvoir, VA: Defense Technical Information Center, September 1997. http://dx.doi.org/10.21236/ada329595.

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Simitses, George J., Sayed Sallam, and Yeoshua Frostig. Buckling of Delaminated Shells and Multi-Annular Plates. Fort Belvoir, VA: Defense Technical Information Center, October 1985. http://dx.doi.org/10.21236/ada162371.

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