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Journal articles on the topic 'Overall buckling'

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Author: Grafiati

Published: 4 June 2021

Last updated: 21 February 2023

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1

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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2

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

Yamada, Seishi, Akiko Takeuchi, Yoshiyuki Tada, and Kazutoshi Tsutsumi. "Imperfection-Sensitive Overall Buckling of Single-Layer Lattice Domes." Journal of Engineering Mechanics 127, no. 4 (April 2001): 382–86. http://dx.doi.org/10.1061/(asce)0733-9399(2001)127:4(382).

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12

Kashani, M., and J. G. A. Croll. "Lower Bounds for Overall Buckling of Spherical Space Domes." Journal of Engineering Mechanics 120, no. 5 (May 1994): 949–70. http://dx.doi.org/10.1061/(asce)0733-9399(1994)120:5(949).

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13

Chen, Yao, Ganping Shu, Baofeng Zheng, and Ruihua Lu. "Overall buckling behaviour of welded π-shaped compression columns." Journal of Constructional Steel Research 165 (February 2020): 105891. http://dx.doi.org/10.1016/j.jcsr.2019.105891.

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14

Papp, Ferenc. "Buckling assessment of steel members through overall imperfection method." Engineering Structures 106 (January 2016): 124–36. http://dx.doi.org/10.1016/j.engstruct.2015.10.021.

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15

Szalai, József, and Ferenc Papp. "New stability design methodology through overall linear buckling analysis." ce/papers 3, no. 3-4 (September 2019): 859–64. http://dx.doi.org/10.1002/cepa.1145.

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16

Huang, Bin, and Zhou Che Hong. "Interactive Buckling of Q420 Welded Circular Tubes under Axial Compression." Advances in Materials Science and Engineering 2020 (July 16, 2020): 1–14. http://dx.doi.org/10.1155/2020/4028907.

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Finite element models (FE models) of high-strength steel Q420 (yield strength 420 MPa) circular tubes considering residual stresses and local and overall geometric imperfections were established and verified against existing test data. Based on parameter analysis, it was derived that the reduction of ultimate capacity resulting from residual stresses was up to 11.8%. When slenderness ratio was larger than 25, the effect of overall geometric imperfection played a major role compared with that of local geometric imperfection, which resulted in the reduction of the ultimate capacity of about 11.5%. Through tracking the failure process, it was found that, in the initial stage of loading, the deformation of columns mainly presents overall bending. When the load increased near the ultimate load, local buckling occurred and the bearing capacity decreased rapidly. The D/t limit value 27 was determined for preventing the local buckling, and the overall slenderness λl limit value 40 was proposed to distinguish whether local buckling occurs. Based on the FEM result and test data, the applicability of ASCE48-05 and AS4100 for local buckling resistance was evaluated. Continuing the result of stub columns, curve a in GB50017-2017 and in Eurocode 3 of the overall buckling factor φ was proposed to be used in EWM and DSM for estimating the interactive buckling resistance of circular tubes of Q420 under axial compression.

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17

Toneff, J. D., S. F. Stiemer, and P. Osterreder. "Local and Overall Buckling in Thin‐Walled Beams and Columns." Journal of Structural Engineering 113, no. 4 (April 1987): 769–86. http://dx.doi.org/10.1061/(asce)0733-9445(1987)113:4(769).

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18

Chang, Jeng-Shian. "Overall buckling and postbuckling behavior of beam-like sandwich plates." Composites Science and Technology 45, no. 1 (January 1992): 55–63. http://dx.doi.org/10.1016/0266-3538(92)90122-j.

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19

Lindner, Joachim, and Rainer Aschinger. "Load-carrying capacity of cold-formed beams subjected to overall lateral-torsional buckling and local plate buckling." Journal of Constructional Steel Research 31, no. 2-3 (January 1994): 267–87. http://dx.doi.org/10.1016/0143-974x(94)90013-2.

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20

Liu, Bing, Yu Lai Han, and Zhen Qing Wang. "Elastic Shear Bucking Parameter Analysis of Corrugated Web Steel Beam under High Temperature." Advanced Materials Research 557-559 (July 2012): 116–19. http://dx.doi.org/10.4028/www.scientific.net/amr.557-559.116.

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Three kinds of shear buckling parameters of corrugated steel web beam under high temperature of fire in different time are analyzed and the high temperature effect on structural steel property is taken into account, the expressions of local buckling parameter, overall buckling parameter and interactive buckling parameter are proposed and their variation trends with the high temperature change are analyzed, a recommendation is proposed in order to provide more accurate predictions for the load-carrying capability status of corrugated steel web beam under high temperature, the buckling parameters variation should be unbiased estimated above all. Numerical results show that high temperature has obvious effect on the buckling parameter changes of the corrugated web steel beam.

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21

Mei, Yixiao, Huiyong Ban, Guohao Zhou, Yongjiu Shi, and Zhihong Tian. "Overall buckling behaviour of superior high-performance steel columns under fire." Journal of Constructional Steel Research 195 (August 2022): 107351. http://dx.doi.org/10.1016/j.jcsr.2022.107351.

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22

Hughes, O. F., B. Ghosh, and Y. Chen. "Improved prediction of simultaneous local and overall buckling of stiffened panels." Thin-Walled Structures 42, no. 6 (June 2004): 827–56. http://dx.doi.org/10.1016/j.tws.2004.01.003.

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23

Ha, K. H. "Exact analysis of bending and overall buckling of sandwich beam systems." Computers & Structures 45, no. 1 (September 1992): 31–40. http://dx.doi.org/10.1016/0045-7949(92)90342-w.

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24

Chen, Ming, Zi Qi He, and Zhan Ke Liu. "Distortional Buckling Control of Cold-Formed Lipped Channel Columns with Web Stiffener." Advanced Materials Research 838-841 (November 2013): 308–13. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.308.

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For cold-formed lipped channel columns with web stiffener, the distortional buckling stress may be lower than the local buckling and overall buckling stress, and thus it may control the design. A countermeasure to prevent the distortional buckling of such sections form happening by setting batten plates between two lips of the section was analyzed using the finite element program of ANSYS. Varying length and one way axial force eccentricity were concerned to observe the effect of the batten plates to the buckling behavior, load carrying capacities of the section in different cases. All the results can be the reference for later experimental study.

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25

Wu, Xiu Gen, Bai Lin Zheng, Peng Fei He, and Shu Guang Liu. "The Behavior of Column during Constrained Buckling Process." Applied Mechanics and Materials 166-169 (May 2012): 385–91. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.385.

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The elastic Euler buckling of an inextensible column is confined in a plane, and subject to fixed end displacement, in the presence of rigid, frictionless side-walls which constrain overall lateral displacements. The whole deflection is divided into some typical columns because of the symmetry. The governing equations of constrained buckling mode and deflection about axial load are deduced, based on linearized differential equation of beam. Point and line contact models are introduced to describe the behavior of the column in constrained buckling process, including load capacity, buckling wave and reaction force. The analysis on the deflection of column is helpful to the research about possible post-buckling paths.

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26

Li, Kui Nian. "A Method for System Buckling Analysis of Plane Sway Frame." International Journal of Engineering Research in Africa 21 (December 2015): 1–18. http://dx.doi.org/10.4028/www.scientific.net/jera.21.1.

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Presented in this paper is a simple and practical method for buckling analysis of the overall structural system. The method is developed from the idea that the stiffness (for a SDOF system) or determinant of stiffness matrix (for a MDOF system) is getting to zero as the system is loaded to bucking mode, or the loads reaches the buckling load of the system. A negative stiffness (matrix) is introduced to take the effect of axial loads on the stiffness (matrix) of the system into account and the stiffness (matrix) is modified by this negative stiffness (matrix). To get the buckling load of the overall system, first order analysis (P-Δeffect) is performed with a simple method suggested. The second order analysis (P-δ) is performed by the introducing of a force modification factor to modify the buckling load from first order analysis. Application examples are presented and the results are compared with result obtained from system buckling analysis with FEA. The simplicity, effectiveness and the accuracy of the suggested method is demonstrated.

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27

Wang, Xin Zhu, Lin Zhi Wu, and Shi Xun Wang. "Buckling Response of Metallic Foam Composite Sandwich Panels Subjected to Edgewise Compression." Advanced Materials Research 79-82 (August 2009): 1241–44. http://dx.doi.org/10.4028/www.scientific.net/amr.79-82.1241.

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In present work, the critical buckling load of metallic foam composite sandwich panels is calculated by experimental, finite element methods (FEM) and theoretical analysis. The experimentally investigated is based on an edgewise compression test program to examine buckling failure and compressive properties. The metallic foam sandwich panels under edgewise compression tend to collapse in overall buckling mode. The most important factor that determines the overall buckling load of a sandwich panel under edgewise compression is the shear properties the metallic foam core. The sandwich beam theory and the FE model are developed for prediction of the buckling load of metallic foam sandwich structure. In despite of some differences existed among experimental data, FE and theoretical results, considering the existence of initial defects in sandwich structures which can’t be calculated in FE model and theory anlysis, the differences are in the reasonable range. The FE program developed in this paper can effectively be used to simulation of edgewise compression response for metallic foam composite sandwich structures. Theoretical and FE model results are in agreement with experimental result.

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28

Yu, Shao Feng, and Yao Ge. "Stability Study on Perforated Columns in Steel Storage Racks under Axial Compression." Advanced Materials Research 415-417 (December 2011): 889–95. http://dx.doi.org/10.4028/www.scientific.net/amr.415-417.889.

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Steel storage rack structures have always been the mainly used type of those cold-formed thin-walled steel elements. Recently, it becomes more important to study its stability and bearing capacity. This paper selects a typical type of rack column-channel column and performs lots of analyzing work about overall buckling, local buckling and distortional buckling of perforated columns with different openings by using the finite element method.

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29

Wang, Qiuna, Jingdong Li, Xiaochen Wang, Quan Yang, and Zedong Wu. "Evaluation Method and Application of Cold Rolled Strip Flatness Quality Based on Multi-Objective Decision-Making." Metals 12, no. 11 (November 19, 2022): 1977. http://dx.doi.org/10.3390/met12111977.

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Flatness is a vital quality index that determines the dimensional accuracy of the cold-rolled strip. This paper designs a local shape wave extraction algorithm and a fuzzy classification algorithm for overall flatness defect classification based on cosine distance. By introducing the small displacement buckling theory of thin plates, the plate stress buckling model of overall and local shape waves is studied, and the critical buckling elongation difference of the overall shape and the local shape under the given conditions are obtained. Finally, using the multi-objective decision-making evaluation method, a comprehensive evaluation model of the flatness quality is established. The model is applied to the actual cold rolling production. The on-site flatness data are used to verify the flatness quality determination model both locally and overall. The results show that the model can accurately identify the local and overall flatness defects of cold-rolled strips, realizes the accurate identification and evaluation of the cold-rolled flatness quality, and provides strong support for the optimization of rolling process parameters and the improvement of the quality of thin strip products.

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30

Vigh, László Gergely, and Dib Abdelkarim. "Plate Stability Verifications of Aluminium Plate Girders." Key Engineering Materials 710 (September 2016): 363–68. http://dx.doi.org/10.4028/www.scientific.net/kem.710.363.

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The paper focuses on overall and local web plate buckling of longitudinally multi-stiffened aluminium plate girders subjected to compression, bending, shear and transverse loading. The authors completed wide-range bifurcation stability analysis by energy method. Based on the results of the completed parametric study, buckling coefficients are formulated, taking also into account the possible interaction of local and overall buckling. Modifications are proposed for the standard Eurocode calculations of critical loads. Modification in resistance calculation for web crippling is also proposed to take the beneficial effect of curved flange-to-web connection into account. Numerical model is developed for nonlinear static analysis. Virtual experimenting – considering actual material behaviour and imperfections – is invoked for the calibration of the model.

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31

Slater, P. A., M. D. Pandey, and A. N. Sherbourne. "Finite element analysis of buckling of corroded ship plates." Canadian Journal of Civil Engineering 27, no. 3 (June 1, 2000): 463–74. http://dx.doi.org/10.1139/l99-086.

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The paper is concerned with the assessment of ship plates in which corrosion has reduced their overall thickness making them vulnerable to buckling-related failures. The uniaxial buckling of simply supported square plates is studied for several corrosion patterns, which are allowed to progressively engulf the entire plate. The finite element method is employed for computing buckling loads of corroded plates with different boundary conditions. Numerical results are presented in the form of generic plots of buckling load versus volumetric metal loss for several corrosion patterns considered in the paper. The mechanics of buckling load variations by corrosion is discussed in detail. The spatial location of the corrosion patch appears to have a significant effect on the buckling strength. It is noted that the case of uniform corrosion is not the most detrimental case, rather corrosion confined in a corner or central area appears to be more critical.Key words: ship structures, square plate, buckling load, corrosion, uniaxial compression, finite element method.

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32

Gristchak, V. Z., D. V. Hryshchak, N. M. Dyachenko, and V. V. Baburov. "The influence of the Gaussian curvature sign of the compound shell structure’s middle surface on local and overall buckling under combined loading." Kosmìčna nauka ì tehnologìâ 28, no. 4 (August 9, 2022): 31–38. http://dx.doi.org/10.15407/knit2022.04.031.

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The buckling problem of an elastic compound shell structure with a variable Gaussian curvature of the middle surface, especially the middle surface meridian curvature sign, under the action of external pressure and axial loading is considered. In continuation of the previous research of the authors, this paper is devoted, in particular, to examining the influence of the negative Gaussian curvature sign of one of its compartments on stability. The solution is based on using the method of finite differences for basic stability equations of each compartment in the case when one of them can have a negative curvature of the meridian, taking into account the discreteness of the intermediate rib location and their rigidity from the initial curvature plane as well. The obtained solution allows visualizing the buckling modes under various combinations of external loading and identifying rational, according to overall buckling modes, geometric and rigidity parameters of the system being investigated.

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33

Erkliğ, Ahmet, and Eyüp Yeter. "The effects of cutouts on buckling behavior of composite plates." Science and Engineering of Composite Materials 19, no. 3 (September 1, 2012): 323–30. http://dx.doi.org/10.1515/secm-2012-0011.

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AbstractCutouts such as circular, rectangular, square, elliptical, and triangular shapes are generally used in composite plates as access ports for mechanical and electrical systems, for damage inspection, to serve as doors and windows, and sometimes to reduce the overall weight of the structure. This paper addresses the effects of different cutouts on the buckling behavior of plates made of polymer matrix composites. To study the effects of cutouts on buckling, loaded edges are taken as fixed and unloaded edges are taken as free. Finite element analysis is also performed to predict the effects of different geometrical cutouts, orientations, and position of cutouts on the buckling behavior. The results show that fiber orientation angle and cutout sizes are the most important parameters on the buckling loads. For all types of cutouts the buckling loads decrease dramatically by increasing the fiber orientation angle. It is observed that minimum buckling load is reached when 45° fiber angle is used, and after this angle critical buckling load begins to increase. Also, it is concluded that while fiber orientation angle is 0°, elliptical cutout has the highest buckling load and while fiber orientation angle is 45°, circular cutout has the highest buckling load.

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34

Zhu, Ruijie, Feng Li, and Dongdong Zhang. "Overall buckling behaviour of laminated CFRP tubes with off-axis ply orientation in axial compression." Science and Engineering of Composite Materials 26, no. 1 (January 28, 2019): 230–39. http://dx.doi.org/10.1515/secm-2019-0007.

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AbstractThis paper presents an experimental investigation of overall buckling behaviour of carbon fibre reinforced plastic (CFRP) tubes with different off-axis ply orientations. A series of specimens are designed and prepared with stacking sequences [0∘4/±θ∘], with θ corresponding to either 0, 90, 45 or 60. Axial compression tests with effective end-reinforcement and hinge support are performed to investigate the overall buckling behaviour. With respect to the future design and application of CFRP tubes with this type of stacking sequence, column curves for each stacking sequences and all test data are fitted based on Perry-Robertson formula. With respect to the high stress level in the relatively short CFRP tube that facilitates the development of defects, test data present high levels of discreetness. We propose a strategy for engineering safe design in which a reduction factor is added to the original reduction factor based on statistical analysis when the universal slenderness ratio is less than 2.

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35

Ma, Teng Fei, Jiang Wang, Ying Fu Gao, Hui Zhou, Shu Ping Qu, and Zong Yun Mo. "Study on the Member Buckling Influence to the Stability of Single-Layer Lattice Dome." Applied Mechanics and Materials 638-640 (September 2014): 270–74. http://dx.doi.org/10.4028/www.scientific.net/amm.638-640.270.

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Single-layer lattice dome as a main form of large span space structure, its stability is the key of the research.Up to now, study on the stability of the single-layer lattice dome mainly depends on the overall stability, stability of the member buckling for single-layer lattice dome as a whole research is less. In this paper, based on the K8 single-layer lattice dome as an example, considering the node flaws and member, on the basis of the single-layer lattice dome of the joint at different location of the member to be weakened, to make it before the single-layer lattice dome of the overall instability buckling, comparative analysis of different location of single member buckling of the effect on the stability of the whole single-layer lattice dome.

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36

JEYARAJ, P., C. PADMANABHAN, and N. GANESAN. "VIBRO-ACOUSTIC RESPONSE OF A CIRCULAR ISOTROPIC CYLINDRICAL SHELL UNDER A THERMAL ENVIRONMENT." International Journal of Applied Mechanics 03, no. 03 (September 2011): 525–41. http://dx.doi.org/10.1142/s1758825111001111.

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This paper presents numerical simulation studies on the vibration and acoustic response-characteristics of an isotropic cylindrical shell under a thermal environment using commercial softwares ANSYS and SYSNOISE. First, the critical buckling temperature is obtained, followed by modal and harmonic response analyses considering pre-stress due to the thermal field in the cylindrical shell, with the critical buckling temperature as a parameter. The vibration response predicted is then used to compute the sound radiation. It is found that there is a significant change in the vibration mode shapes and ring frequency towards the lowest natural frequency with an increase in temperature. There is a sudden increase in overall sound power level near the critical buckling temperature and significant changes in mode shapes with temperature does not affect the overall sound power level.

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37

Wang, Xiu Li, and Kun Zhou. "Overall Dynamic Analysis of K-Reticulated Shell Structure with BRB in Severe Earthquakes." Advanced Materials Research 535-537 (June 2012): 2017–20. http://dx.doi.org/10.4028/www.scientific.net/amr.535-537.2017.

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The overall K6 reticulated shell structure's dynamic elastic-plastic analysis in 9 degrees area under earthquake was researched under different places of Buckling Restrained Braces (BRB) on the shell. The elastic effects of supporting structure and BRB were two key factors. Analysis result shows that it has good performance for energy dissipation on K6 reticulated shell with BRB on both upper and supporting structures together.

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38

Barski, M., and J. Krużelecki. "Optimal design of shells against buckling under overall bending and external pressure." Thin-Walled Structures 43, no. 11 (November 2005): 1677–98. http://dx.doi.org/10.1016/j.tws.2005.08.003.

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39

Chen, Li, Darong Pan, Qilin Zhao, Li Chen, Longlong Niu, Ling Cong, and Chengtao Li. "Overall buckling characteristics of slender FRP-foam sandwich tube under axial compression." Composites Communications 24 (April 2021): 100585. http://dx.doi.org/10.1016/j.coco.2020.100585.

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40

Yuan, H. X., Y. Q. Wang, L. Gardner, X. X. Du, and Y. J. Shi. "Local–overall interactive buckling behaviour of welded stainless steel I-section columns." Journal of Constructional Steel Research 111 (August 2015): 75–87. http://dx.doi.org/10.1016/j.jcsr.2015.04.003.

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41

Ban, Huiyong, and Gang Shi. "Overall buckling behaviour and design of high-strength steel welded section columns." Journal of Constructional Steel Research 143 (April 2018): 180–95. http://dx.doi.org/10.1016/j.jcsr.2017.12.026.

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Wang, Yujin, Shibin Lin, Fan Feng, Ximei Zhai, and Hongliang Qian. "Numerical simulation of aluminum alloy 6082-T6 columns failing by overall buckling." Advances in Structural Engineering 19, no. 10 (July 28, 2016): 1547–74. http://dx.doi.org/10.1177/1369433216643899.

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43

Yuan, H. X., Y. Q. Wang, L. Gardner, and Y. J. Shi. "Local–overall interactive buckling of welded stainless steel box section compression members." Engineering Structures 67 (May 2014): 62–76. http://dx.doi.org/10.1016/j.engstruct.2014.02.012.

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Benson, S., J. Downes, and R. S. Dow. "Overall buckling of lightweight stiffened panels using an adapted orthotropic plate method." Engineering Structures 85 (February 2015): 107–17. http://dx.doi.org/10.1016/j.engstruct.2014.12.017.

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Papp, Ferenc, József Szalai, and Movahedi R. Majid. "Out‐of‐Plane Buckling Assessment of Frames through Overall Stability Design Method." ce/papers 3, no. 3-4 (September 2019): 865–70. http://dx.doi.org/10.1002/cepa.1146.

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Jiang, Zi-qin, Yan-lin Guo, Ai-Lin Zhang, Chao Dou, and Cai-Xia Zhang. "Study on failure mechanism and end construction influences of double rectangular tube assembled buckling-restrained brace." Advances in Structural Engineering 20, no. 10 (December 1, 2016): 1572–85. http://dx.doi.org/10.1177/1369433216682505.

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Abstract:

The double rectangular tube assembled buckling-restrained brace is a new type of buckling energy consumption buckling-restrained brace. Because of its external restraining members, which are bound by high-strength bolts, its mechanical mechanism is more complicated and its failure modes are more varied. In this study, the double rectangular tube assembled buckling-restrained brace composition and three types of end constructions are introduced in detail. The influences of different design parameters on the performance of double rectangular tube assembled buckling-restrained brace are studied by numerical analysis methods; the possible failure modes and the influence of the end strengthening construction of double rectangular tube assembled buckling-restrained brace are also investigated, and a number of suggestions are proposed to improve this design. This study shows that the pinned double rectangular tube assembled buckling-restrained brace has four types of typical failure modes, namely, overall buckling failure, external end local pressure-bearing failure, bending failure of the extended strengthened core region and bolt threading failure. Rational design can prevent a buckling-restrained brace from losing its load-bearing capacity. In addition, compared with the end strengthening scheme with an external hoop, the end strengthening scheme with a strengthened bench can improve the load-bearing capacity of the double rectangular tube assembled buckling-restrained brace more effectively, and a reasonable design can also save materials.

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Bank, L. C., M. Nadipelli, and T. R. Gentry. "Local Buckling and Failure of Pultruded Fiber-Reinforced Plastic Beams." Journal of Engineering Materials and Technology 116, no. 2 (April 1, 1994): 233–37. http://dx.doi.org/10.1115/1.2904278.

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An experimental investigation of the local compression flange buckling and failure of commercially produced pultruded fiber-reinforced plastic (FRP) I-shaped beams is described in this paper. Results of tests on pultruded E-glass/polyester and E-glass/vinylester composite material beams are described. The test configuration was designed to cause local buckling and ultimate failure of the compression flange of the beams and to prevent global lateral-torsional buckling. The beams were stiffened to prevent crippling and warping at the supports, and local tensile failure at the load points. All beams were monitored with strain gages and LVDT’s. Buckling loads, failure loads, buckling stresses, deflections, and failure modes are reported. Effective mechanical properties of the beams, obtained from overall flexural and shear strain data, are presented. A discussion of the different failure characteristics of the polyester and the vinylester beams is provided.

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Wadee, M. Ahmer, and G. W. Hunt. "Interactively Induced Localized Buckling in Sandwich Structures With Core Orthotropy." Journal of Applied Mechanics 65, no. 2 (June 1, 1998): 523–28. http://dx.doi.org/10.1115/1.2789086.

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Recent work on the interactive buckling behavior of compressed sandwich structures (Hunt and Wadee, 1998) is extended to orthotropic core materials. The variation of the material properties can tend to maximize the interactive effect such that overall and secondary localized modes are triggered almost simultaneously, giving rise to highly unstable post-buckling behavior in systems of practical dimensions.

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Miao, Qiang, Zhong Peng Zhang, Fei Xie, and Xin Li. "Boom Buckling Instability Capability Studies." Applied Mechanics and Materials 385-386 (August 2013): 316–19. http://dx.doi.org/10.4028/www.scientific.net/amm.385-386.316.

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Based on the powerful finite element analysis software-ANSYS Workbench co-simulation platform, boom buckling instability capability has been studied by using the seamless interface of DM(Geometry Modeler),Mechanical(Structure Analysis)and DX(Optimization Design)module. Firstly, the trend figure that the thickness of each plate increasing has influenced on the overall buckling limit has been got. Applying the rule, the actual structure was optimized and the optimal combination of thickness was found. Under the condition of the buckling limit, the weight of the crane arm has a significant reduction compared with the actual structure. Finally, this result which is reasonably practicably provides a reference method for engineering mechanism design including large-scale crane arm in the future.

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Kuppusamy, Chandra Sekhar, Saravanan Karuppanan, and Santosh S. Patil. "Buckling Strength of Corroded Pipelines with Interacting Corrosion Defects: Numerical Analysis." International Journal of Structural Stability and Dynamics 16, no. 09 (November 2016): 1550063. http://dx.doi.org/10.1142/s0219455415500637.

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Pipelines in the oil and gas industry are prone to extensive internal corrosion which leads to premature failures. Furthermore, corrosion defects within certain proximity interact to reduce the overall strength of a pipe and are termed as interacting corrosion defects. Pipelines may also experience complex loadings due to geotechnical movements such as landslides and internal pressure. Therefore, an understanding of the behavior of corroded pipelines under multiple loadings is important for the safe operation of pipelines. Extensive literature review indicates that major design codes only consider the effect of interacting corrosion defects on the burst pressure of pipes, with less attention paid to the structural behavior of steel pipes under multiple loadings. Therefore, this study focuses on the effect of interacting corrosion defects of equal depth on the local buckling strength of X46 steel pipes using the finite element analysis (FEA). Results showed that the corrosion defects interact to reduce the overall buckling strength of the pipe. Furthermore, circumferentially aligned corrosion defects are more critical than axially aligned corrosion defects, due to the greater loss of material along the circumference of the pipe. Besides, the effect of interactions of corrosion defects on the buckling strength decreases as the internal pressure increases. Lastly, as the depth of the defects increases, their interactions become more severe, which can significantly reduce the overall buckling strength of the steel pipe.

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