Relevant bibliographies by topics / Overall buckling

Academic literature on the topic 'Overall buckling'

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Published: 4 June 2021
Last updated: 21 February 2023

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Journal articles on the topic "Overall buckling"

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Hoveidae, N., and B. Rafezy. "Overall buckling behavior of all-steel buckling restrained braces." Journal of Constructional Steel Research 79 (December 2012): 151–58. http://dx.doi.org/10.1016/j.jcsr.2012.07.022.

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Zhang, Bao, and Qin Sun. "The Ultimate Strength of Stiffened Panel with Overall Buckling." Advanced Materials Research 308-310 (August 2011): 1297–301. http://dx.doi.org/10.4028/www.scientific.net/amr.308-310.1297.

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The post-buckling behavior of a stiffened panel is investigated in this paper. Firstly, the buckling mode of the stiffened panel is obtained using the linear buckling eigenvalue method. Then, the collapsing strength of the stiffened panel is calculated using the ultimate strength method based on large deflection orthotropic plate theory. In addition, nonlinear finite element analysis is performed to predict the post-buckling behavior of the stiffened panel. By comparing the model prediction and the analytical results of ultimate strength, it is shown that good accuracy can be achieved, especially for the method referring to membrane stress in mid-thickness of equivalent orthotropic plate. It suggests that the proposed method can predict the ultimate strength of whole stiffened panel accurately and effectively.
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Kafashzadeh, Sajjad, Hassan Ramezanzadeh Kandi, Mohammad Amin Azimi Rad, and Mojtaba Ataherizadeh. "The overall buckling behavior of the buckling bracelets is all steel." Journal of New Ideas in Science, Engineering and Technology 1, no. 3 (February 10, 2018): 48–63. http://dx.doi.org/10.21859/engin-01035.

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Hadi, B. K., and F. L. Matthews. "Buckling of anisotropic sandwich panels containing holes: Part I – overall buckling." Composite Structures 52, no. 2 (May 2001): 205–16. http://dx.doi.org/10.1016/s0263-8223(00)00169-0.

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OHTSUKA, Takahiro, Kensaku KANEKO, and Shojiro MOTOYUI. "TRUSS ELEMENT FOR H-SHAPED STEEL MEMBER WITH OVERALL BUCKLING AND LOCAL BUCKLING." Journal of Structural and Construction Engineering (Transactions of AIJ) 74, no. 636 (2009): 267–72. http://dx.doi.org/10.3130/aijs.74.267.

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Yin, Zhanzhong, and Fucheng Bu. "Overall Stability Analysis of Improved Buckling Restrained Braces." Open Civil Engineering Journal 10, no. 1 (March 10, 2016): 61–75. http://dx.doi.org/10.2174/1874149501610010061.

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In order to improve the behavior of double-tube buckling restrained braces (BRBs), it is proposed to set contact rings between inner tube and outer tube of the brace. As a result, they can provide lateral constraint for the inner tube; this is the improved buckling restrained braces (IBRBs). In this paper, a program was edited by the language of MATLAB based on theoretical model formulation of IBRBs and applied to the calculation of overall stability strength capacity. Finite element models of IBRBs were carried out and both load displacement curves and strength capacity were obtained. Tests on IBRBs were also conducted. The results of numerical simulation agreed with the ones of the program and tests. It indicated that the program was reasonable so it could provide a basis for the analysis of overall stability strength capacity of these kinds of IBRBs.
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Yidris, Noorfaizal, Mohamed Thariq Hameed Sultan, Mohammad Yazdi Harmin, and Azmin Shakrine Mohd Rafie. "Local-Overall Flexural Interaction of Pinned-Ended Thin-Walled I-Section Columns." Applied Mechanics and Materials 564 (June 2014): 444–48. http://dx.doi.org/10.4028/www.scientific.net/amm.564.444.

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The structural performance of thin-walled compression members are subject to the effects of local buckling, interaction between buckling modes, loading end conditions and material yielding and that due to these effects the compressive carrying capability of thin-walled members can be significantly diminished. This paper employs the finite element simulation to examine the local-overall flexural interaction response of pinned-ended thin-walled I-section columns that covers the complete compressed loading history from the onset of elastic local buckling through the nonlinear elastic and elasto-plastic post-buckling interactive phases of behaviour to final collapse and unloading. A detailed account of the growth and redistribution of stresses on the surfaces is given in the paper. Pinned-ended conditions means, of course, simply supported conditions at the column ends with respect to global rotations and the ends of the constituent plates of the cross-section can be treated as either locally rotationally constrained or locally rotationally free. The numerical simulations take into account the influence of material nonlinearity and geometrical imperfections on the compressive ultimate failures of the sections, however, the study is limited to the interaction of local buckling with overall flexural bending as well as locally rotationally constrained condition. This paper shows that the ultimate failure of the columns is related with yielding on the compression sides of the outer surfaces of the section walls at the web, flanges and section junctions mostly located along the length of the columns.
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Young, Ben, and Jintang Yan. "Channel Columns Undergoing Local, Distortional, and Overall Buckling." Journal of Structural Engineering 128, no. 6 (June 2002): 728–36. http://dx.doi.org/10.1061/(asce)0733-9445(2002)128:6(728).

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Hradil, Petr, and Asko Talja. "Numerical verification of stainless steel overall buckling curves." Thin-Walled Structures 83 (October 2014): 52–58. http://dx.doi.org/10.1016/j.tws.2014.01.011.

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Iman, Miftahul, Bambang Suhendro, Henricus Priyosulistyo, and Muslikh. "Experimental and numerical investigations on overall buckling of steel pipe truss with circular cutout on the compression element." MATEC Web of Conferences 258 (2019): 03013. http://dx.doi.org/10.1051/matecconf/201925803013.

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Pitting corrosion, an extremely localized corrosion that leads to the creation of small holes in metal when a protective coating is damaged could trigger structural failure in platform structures. A single pit in a critical point, especially in compression element, can cause a great deal of reduction in overall buckling capacity of the structure. This study aims to indicate the effect of a circular cutout, representing a pitting corrosion on overall buckling capacity of steel pipe truss structure subject to static loading. Five models of truss structure having a circular cutout on their compression elements had been tested experimentally up to failure. The truss structures were made of steel pipes and contain only 2 elements as representation of part of real platform. The single cutout were located at 0.5L, 0.25L and 0.125L, where L is the length of the compression element. Two models without cutout had been used as control models. The overall buckling capacity of the truss were compared to similar truss based on the element buckling of compression element. The experimental test results, represented by nonlinear load deflection curves and their associated critical loads as well as buckling modes, had been verified numerically by eigenvalue and geometric nonlinear finite element analyses utilizing 3D solid elements on ABAQUS. The results showed that: (a) in the truss model with various hole positions, the overall buckling loads were slightly higher than that of element buckling loads: (b) the presence of cutout reduced the overall buckling capacity of the structure, (c) the capacity reduction factors depend on the cutout locations and (d) the lowest capacity reduction factor of 0.882 was associated with the presence of cutout at the middle of compression element.
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Dissertations / Theses on the topic "Overall buckling"

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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.
Master of Science
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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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Toneff, Janine Diana. "Local and overall buckling of thin-walled beams and columns using finite elements." Thesis, University of British Columbia, 1986. http://hdl.handle.net/2429/26334.

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Steel members with open thin-walled cross sections are used extensively in civil engineering structures. In addition to overall instability, (Euler buckling, torsional buckling, lateral-torsional buckling, etc.), the thin plates making up the cross section may themselves be susceptible to local plate buckling. The possible interaction of these two modes of buckling and its effect on member stability and strength is therefore of interest in the analysis of such members. The purpose of this thesis is to develop a tool for this type of analysis by adapting a finite element for a thin-walled beam-column of arbitrary cross section to include 'local' degrees of freedom to allow for cross section distortion. The formulation will involve geometric nonlinearities due to large displacements and rotations, but material behaviour will be limited to the linear elastic case.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate
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Pevner, Jan. "Nadzemní parkovací dům." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2014. http://www.nusl.cz/ntk/nusl-226965.

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The work focuses on the design and assessment of selected structural elements of one overground floor monolithic concrete structures and staircases. All calculations are done in accordance with Eurocode 2.
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Book chapters on the topic "Overall buckling"

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Piscopo, V. "Local and overall buckling of uniaxially compressed stiffened panels." In Sustainable Maritime Transportation and Exploitation of Sea Resources, 289–96. CRC Press, 2011. http://dx.doi.org/10.1201/b11810-46.

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Usami, T., and H. B. Ge. "Local and Overall Interaction Buckling of Steel Columns Under Cyclic Loading." In Light-Weight Steel and Aluminium Structures, 845–52. Elsevier, 1999. http://dx.doi.org/10.1016/b978-008043014-0/50201-8.

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Yuan, H., X. Du, Y. Wang, Y. Shi, L. Gardner, and L. Yang. "Local and local-overall buckling behaviour of welded stainless steel box section columns." In Tubular Structures XV, 263–70. CRC Press, 2015. http://dx.doi.org/10.1201/b18410-43.

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Gristchak, V. Z., and N. M. Dyachenko. "Axial force effect on the overall buckling of a compound reinforced shell structure with the positive Gaussian curvature at an external pressure." In MATHEMATICAL AND COMPUTER MODELLING OF ENGINEERING SYSTEMS, 35–49. Izdevnieciba “Baltija Publishing”, 2020. http://dx.doi.org/10.30525/978-9934-26-019-3-3.

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Wilson, E. Vance, and Joline P. Morrison. "A Measuring of Task-Technology Fit for Computer-Mediated Communication." In Human Centered Methods in Information Systems, 145–58. IGI Global, 2000. http://dx.doi.org/10.4018/978-1-878289-64-3.ch010.

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A key determinant in the success of computer-mediated communication systems (CMCS) and group support systems (GSS) is the task they are used for (Huber, 1984; DeSanctis & Gallupe, 1987). Task models and theories exist in the domain of non-mediated groups (e.g., McGrath, 1984; Wood, 1986) but application of these to GSS and CMCS has been spotty and the results equivocal (Zigurs & Buckland, 1998). Although research findings repeatedly suggest that the fit between task and computer-mediated communication technology is important, researchers have not yet been able to comprehensively describe or measure the dimensions of appropriate fit. This chapter describes the development and initial testing of an instrument to measure the perceived effectiveness of CMCS based on task type (hereafter PE measure). The PE measure extends prior research in several ways. First, it operationalizes the four major dimensions of McGrath’s task circumplex (McGrath, 1984; McGrath & Hollingshead, 1994), a model which frequently is used as a conceptual framework for studying GSS and CMCS (Dennis & Gallupe, 1993). Thus, it will be straightforward to integrate findings from studies that use the PE measure into the existing literature. Second, all four task types are incorporated into the PE measure, where prior research has focused primarily on generation tasks and, to a lesser extent, choice tasks. This comprehensive view of the overall task construct should benefit the process of theory-building as well as prediction in practical applications. Third, the PE measure has been tested successfully within heterogeneous task domains, suggesting that the instrument has validity and is relatively robust.
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Weil, Arlo Brandon, and Adolph Yonkee. "The Laramide orogeny: Current understanding of the structural style, timing, and spatial distribution of the classic foreland thick-skinned tectonic system." In Laurentia: Turning Points in the Evolution of a Continent. Geological Society of America, 2022. http://dx.doi.org/10.1130/2022.1220(33).

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ABSTRACT The Laramide foreland belt comprises a broad region of thick-skinned, contractional deformation characterized by an anastomosing network of basement-cored arches and intervening basins that developed far inboard of the North American Cordilleran plate margin during the Late Cretaceous to Paleogene. Laramide deformation was broadly coincident in space and time with development of a flat-slab segment along part of the Cordilleran margin. This slab flattening was marked by a magmatic gap in the Sierra Nevada and Mojave arc sectors, an eastward jump of limited igneous activity from ca. 80 to 60 Ma, a NE-migrating wave of dynamic subsidence and subsequent uplift across the foreland, and variable hydration and cooling of mantle lithosphere during slab dewatering as recorded by xenoliths. The Laramide foreland belt developed within thick lithospheric mantle, Archean and Proterozoic basement with complex preexisting fabrics, and thin sedimentary cover. These attributes are in contrast to the thin-skinned Sevier fold-and-thrust belt to the west, which developed within thick passive-margin strata that overlay previously rifted and thinned lithosphere. Laramide arches are bounded by major reverse faults that typically dip 25°–40°, have net slips of ~3–20 km, propagate upward into folded sedimentary cover rocks, and flatten into a lower-crustal detachment or merge into diffuse lower-crustal shortening and buckling. Additional folds and smaller-displacement reverse faults developed along arch flanks and in associated basins. Widespread layer-parallel shortening characterized by the development of minor fault sets and subtle grain-scale fabrics preceded large-scale faulting and folding. Arches define a regional NW- to NNW-trending fabric across Wyoming to Colorado, but individual arches are curved and vary in trend from N-S to E-W. Regional shortening across the Laramide foreland was oriented WSW-ENE, similar to the direction of relative motion between the North American and Farallon plates, but shortening directions were locally refracted along curved and obliquely trending arches, partly related to reactivation of preexisting basement weaknesses. Shortening from large-scale structures varied from ~10%–15% across Wyoming and Colorado to <5% in the Colorado Plateau, which may have had stronger crust, and <5% along the northeastern margin of the belt, where differential stress was likely less. Synorogenic strata deposited in basins and thermochronologic data from basement rocks record protracted arch uplift, exhumation, and cooling starting ca. 80 Ma in the southern Colorado Plateau and becoming younger northeastward to ca. 60 Ma in northern Wyoming and central Montana, consistent with NE migration of a flat-slab segment. Basement-cored uplifts in southwest Montana, however, do not fit this pattern, where deformation and rapid inboard migration of igneous activity started at ca. 80 Ma, possibly related to development of a slab window associated with subduction of the Farallon-Kula Ridge. Cessation of contractional deformation began at ca. 50 Ma in Montana to Wyoming, followed by a southward-migrating transition to extension and flare-up in igneous activity, interpreted to record rollback of the Farallon slab. We present a model for the tectonic evolution of the Laramide belt that combines broad flat-slab subduction, stress transfer to the North American plate from end loading along a lithospheric keel and increased basal traction, upward stress transfer through variably sheared lithospheric mantle, diffuse lower-crustal shortening, and focused upper-crustal faulting influenced by preexisting basement weaknesses.
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Conference papers on the topic "Overall buckling"

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DEGEE, H. "COUPLING BETWEEN LOCAL AND OVERALL BUCKLING USING BEAM ELEMENTS." 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_0012.

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Peng, Xiaotong, and Chen Lin. "Computer modeling of local-overall interactive buckling on cut-T struts." In 2009 2nd IEEE International Conference on Computer Science and Information Technology. IEEE, 2009. http://dx.doi.org/10.1109/iccsit.2009.5234585.

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Sridharan, Srinivasan, Kim Sunjung, and Sami I. El-Sayed. "Interactive Buckling of Sandwich Plates Under Compression." In ASME 2001 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2001. http://dx.doi.org/10.1115/imece2001/amd-25420.

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Abstract Compressive behavior of two classes of “sandwich” structures is investigated. These structures have for their principal load bearing components two relatively stiff parallel horizontal sheets which are interconnected in one of the following ways: (i) by a highly compliant core material such as foam, or (ii) a set of discrete stiffeners connecting the parallel (top and bottom) sheets. In case (i), the structure can buckle in either a local mode in which the core and the facing bend together or a wrinkling mode in which the facing sheet undergoes severe bending with the core subjected to deformation in the transverse plane. It is found that these plates have neither post buckling stiffness nor do they exhibit any imperfection-sensitivity. In case (ii) the point of principal interest is the interaction of local and overall buckling. For the case of coincident local and overall buckling, it is found that 30% reduction in the maximum load can occur for modest levels of imperfections as a result of modal interaction.
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Wittenberg, Thomas, and Tom van Baten. "Exploratory Investigation of the Local-Overall Buckling Behaviour of Glare Shear Panels Including Plasticity Effects." In 43rd AIAA/ASME/ASCE/AHS/ASC Structures, Structural Dynamics, and Materials Conference. Reston, Virigina: American Institute of Aeronautics and Astronautics, 2002. http://dx.doi.org/10.2514/6.2002-1721.

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Kok, Soo Bee, Shu S. Tang, Francis H. Ku, Marcos L. Herrera, John F. O’Rourke, and Francis H. Ray. "Oyster Creek Nuclear Generating Station Containment Drywell Buckling Analysis." In ASME 2010 Pressure Vessels and Piping Division/K-PVP Conference. ASMEDC, 2010. http://dx.doi.org/10.1115/pvp2010-25450.

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This article presents the overall methodology and the results of the three-dimensional (3D) finite element buckling analysis of the primary containment drywell shell at the Oyster Creek Nuclear Generating Station (Oyster Creek). The buckling stresses, eigenvalues, and eigenvectors are computed using ANSYS finite element analysis software [1], and the structural integrity of the drywell in terms of the buckling (stability) limits are based on the ASME B&PV Code Case N-284-1 [2].
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Clarke, Edward, and Robert Frith. "The Effect of Nozzles and Nozzle Loadings on Shell Buckling." In ASME 2015 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/pvp2015-45090.

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This paper investigates the effect of nozzles and nozzle loadings on the overall buckling capacity of a vessel subject to external pressure designed to ASME VIII Div 1. ASME VIII Div 1 provides a well-established design-by-rule (DBR) approach for vessels subject to external pressure, but this takes no consideration for the presence of openings or nozzles. There are empirical rules regarding nozzle reinforcement for external pressure, but these do not directly consider the buckling capacity of the overall vessel. This paper therefore assesses the impact of nozzles on the buckling capacity of a cylindrical shell, where the nozzle is reinforced as per code requirements. The effect of reduced reinforcement is also analyzed. Subsequently the effect of nozzle loads is also assessed. Nozzles are loaded with ‘allowable’ loads, determined using finite element analysis in accordance with industry practice and code principles. The buckling capacities are assessed using ASME VIII Div 2 Part 5 methods, using a parametric study with over 500 models. Variables considered are vessel diameter, vessel length, nozzle diameter, and both integral and pad-reinforced nozzles are used.
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Redekop, D. "Buckling Analysis of an Orthotropic Elliptical Toroidal Shell." In ASME 2009 Pressure Vessels and Piping Conference. ASMEDC, 2009. http://dx.doi.org/10.1115/pvp2009-77524.

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A theoretical solution is given for the linearized buckling problem of an orthotropic toroidal shell with an elliptical cross-section under external pressure loading. The solution is based on the Sanders-Budiansky shell theory, and makes use of the harmonic differential quadrature method. Theory developed earlier for the buckling of orthotropic shells of revolution, and the vibration of orthotropic elliptical toroidal shells, is incorporated in the present work. Numerical results obtained from the solution are compared with results given in the literature, and good correspondence is generally observed. A parametric study is then conducted, covering a wide range of material and geometric parameters. Regression formulas are derived, indicating the variation of the buckling pressure with the degree of orthotropy of the material. Overall, the study introduces a new tool for the buckling analysis of elliptical toroidal shells, and extends the information available for orthotropic toroidal shells.
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Aghakouchak, Ali Akbar, and Behrouz Asgarian. "Inelastic Analysis of Jacket Type Offshore Structures Using Fiber Elements." In ASME 2002 21st International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2002. http://dx.doi.org/10.1115/omae2002-28416.

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The fiber beam-column post-buckling element has been formulated and implemented in the non-linear program DRAIN-3DX to predict Buckling, Post-buckling and hysteresis behaviour of tubular Struts and Portals. In this element both material and geometric non-linearities are considered. The element is applied to simulate post buckling and hysteric response of tubular members subjected to cyclic loading. Also Psuedo-Static analysis of X-braced frame subjected to cyclic load has been perfomed. The predicted overall response matched well with the available experimental and other analytical results.
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Hu, Ying, Kumi G. Adomako, Liangliang Feng, Le Shen, Weifu Zhang, Shidong Nie, Jia Cui, TanChuMin Xu, and Lei Xu. "Effect of Residual Stresses on the Overall Buckling Behavior of Welded Box-section Columns under Axial Compression Loading." In IABSE Symposium, Vancouver 2017: Engineering the Future. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2017. http://dx.doi.org/10.2749/vancouver.2017.0413.

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Kasaiezadeh, Alireza, Amir Khajepour, and Hamid Jahed. "Using Level Set Method in Order to Design Structures Against Buckling." In ASME 2010 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. ASMEDC, 2010. http://dx.doi.org/10.1115/detc2010-28942.

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The level set approach has been used as a powerful tool in designing structures with a proper safety margin against stability and buckling issues. In this article a closed form equation for critical buckling load of any arbitrary topology has been proposed and employed in Level Set formulation in order to maximize it. Results show that the Level Set Method is straight forward and easy to implement, with fewer limitations overall in the topology optimization of engineering structures.
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Reports on the topic "Overall buckling"

1

BUCKLING BEHAVIOR OF A WHEEL COUPLER HIGH-FORMWORK SUPPORT SYSTEM BASED ON SEMI-RIGID CONNECTION JOINTS. The Hong Kong Institute of Steel Construction, March 2022. http://dx.doi.org/10.18057/ijasc.2022.18.1.1.

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To clarify the buckling behavior of a wheel coupler high-formwork support system with a diagonal bracing, the positive and negative bending behaviors of the connection joints of the support were systematically studied through experiments. Through a parametric analysis and a finite element analysis, a precise numerical model of the connection joints of the wheel coupler was established and verified. Based on the characteristics of the semi-rigid connections, the buckling behavior of the overall structure was analyzed. The results showed that the failure modes in the positive direction were correlated with the insertion depth of the socket into the template; the greater the depth, the more likely the socket was to fracture. The failure modes in the negative direction were closely related to the insertion depth and the bending of the vertical post. An appropriate joint density was conducive to the overall stability. In the presence of a lateral constraint at the top, the greater the angle between the diagonal bracing and the horizontal plane, the better the overall stability under the same joint density. The optimal layout of the vertical diagonal bracing was a 2-span, 4-step arrangement, and the optimal angle was in the range of 30–70°. In the absence of a lateral constraint at the top, the smaller the angle between the diagonal bracing and the horizontal plane, the better the overall stability under the same joint density. The optimal angle was approximately 30° when the lift height was moderate.
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2

MECHANICAL PROPERTIES OF HGMFSST COLUMNS UNDER AXIAL COMPRESSION-EXPERIMENT AND ANALYSIS. The Hong Kong Institute of Steel Construction, December 2022. http://dx.doi.org/10.18057/ijasc.2022.18.4.10.

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High-strength grouting material (HGM) has the characteristics of early strength, high strength, high self-flow, and micro-expansion, but research on composite columns formed by steel tube and HGM is relatively scarce. Therefore, in this paper, the mechanical properties of HGM-filled square steel-tube columns (HGMFSST columns) under axial compression were experimentally studied. The main parameters included tube thickness (t) and HGM strength (fck). The test results showed that members with t = 4 mm failed due to local buckling, and members with thicker steel tube thickness failed mainly due to overall buckling. The measured and predicted ultimate bearing capacity values of the HGMFSST columns based on the existing standards of GB 50936-2014, CECS 159: 2004, AISC/ANSI 360-16, EC4, and AS/NZS 2327: 2017 were compared. The ultimate bearing capacity derived with CECS 159: 2004 was the closest to the measured values and had minimum discreteness.
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