Статті в журналах: "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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2

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

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

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To enhance the theoretical basis for the half-wavelength evaluation of high-order local buckling of section steel used as inner core of buckling-restrained brace, this paper conducts theoretical and numerical studies on the local buckling development of an H-section steel core of buckling restrained brace. Firstly, the elastic buckling development of the flange under monotonic compression is theoretically discussed based on the elastic buckling theory of plate and the principle of virtual displacement. The numerical model for the buckling restrained brace with H-section steel core is then established based on Abaqus, and the elastic buckling development of the flange is validated. Finally, further numerical studies are conducted to reveal the elasto-plastic buckling development of the flange and web under cyclic loading. It is found that the local buckling development of the flange and web of the H-section steel core are different from that of the flat plate core of buckling restrained brace. Under cyclic loading, the shortest buckling wave of the flange and web are induced by the buckling of plates on the two sides of the contact point near the ends. It is confirmed that there is no need to consider the lateral support from the restraining members to evaluate the minimum half-wavelength of high-order local buckling for section steel core of buckling-restrained brace.

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12

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

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To study local buckling of Corrugated Steel Plate under concentrated loads. Through experimental tests and theorical analysis, bearing capacity and failure form of Corrugated Steel Plate were discussed. Bearing capacity of Corrugated Steel Plate associated with local buckling, which can be assumed to be composed of three parts: buckling of plane rigid frame caused by concentrated loads, buckling of roof and web caused by bending stress. These three parts were unified by buckling relevant equations, then local buckling calculation formula was obtained. Comparing with experimental results, the loads obtained by local buckling calculation formula agree with test results very well. Since the buckling calculation is independent of the material strength, the calculation formula of local buckling is reliable, it can be used to evaluate local buckling of Corrugated Steel Plate.

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13

Sui, Qianqian, Changliang Lai, and Hualin Fan. "Buckling analyses of double-shell octagonal lattice truss composite structures." Journal of Composite Materials 52, no. 9 (July 26, 2017): 1227–37. http://dx.doi.org/10.1177/0021998317723446.

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To reveal the compression failure modes of one-dimensional hierarchical double-shell octagonal lattice truss composite structures (DLTCSs), finite element modeling and equivalent continuum models were developed. DLTCS has three typical failure modes: (a) fracture of the strut, (b) global buckling, and (c) local buckling. Failure mode maps were constructed. It is found that column of long enough length will collapse at global buckling. When the column length decreases, the failure mode will turn to local buckling and strut fracture successively. Bay length greatly influences the buckling mode. Longer bay length could change the buckling mode from global buckling to local buckling. Compared with single-shell lattice truss composite structure, DLTCS has advantage in load carrying when the column fails at strut fracture or global buckling, while local buckling tolerance of DLTCS is smaller.

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14

Cao, Qing, Yang Li, and Hao Zhang. "Nonlinear Buckling Analysis of Wind Turbine Towers." Advanced Materials Research 383-390 (November 2011): 6469–75. http://dx.doi.org/10.4028/www.scientific.net/amr.383-390.6469.

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Wind turbine towers are belonging to towering cylinder shell structures, which are easy to appear buckling instability under wind or other complicated loads, and on which integral elastic-plastic buckling analyses have great theoretical and practical significances. This paper used large deflection nonlinear pre-buckling and Koiter initial post-buckling theories, and adopted the finite element scheme of updated integration algorithm and LDC nonlinear solution method, then analyzed the linear buckling, elastic-plastic static buckling, and post-buckling response of the towers with initial imperfections in different location and size. It has obtained that: 1) the critical load of towers with elastic-plastic buckling is much smaller than it with elastic buckling; 2) gravity has certain influence on the critical buckling load; 3) the critical buckling load is insensitive to initial imperfections, meanwhile the imperfections which located on the top or the bottom of the tower are inferior for the stability of tower.

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15

KORAYEM, A. H., W. H. DUAN, X. L. ZHAO, and C. M. WANG. "BUCKLING BEHAVIOR OF SHORT MULTI-WALLED CARBON NANOTUBES UNDER AXIAL COMPRESSION LOADS." International Journal of Structural Stability and Dynamics 12, no. 06 (December 2012): 1250045. http://dx.doi.org/10.1142/s0219455412500459.

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We investigate the buckling behaviors of short multi-walled carbon nanotubes (MWCNTs) under axial compression by using molecular mechanics (MM) simulations. The effects of the number of walls, length and chiral angle of MWCNTs on the buckling behaviors are examined. The results show that the buckling behaviors of short MWCNTs are rather different from single walled carbon nanotubes (SWCNTs) and slender MWCNTs. Moreover, it is observed that the buckling strains of short MWCNTs vary inversely proportional to the number of nanotube walls. For slender MWCNTs, the buckling strains fluctuate as the number of walls increase. It increases for beam-like buckling mode, decreases for shell-like buckling mode and is approximately constant for the shell-beam-like buckling mode. The increase in the length of MWCNT has also led to a significant decrease of the buckling strain for short MWCNTs. However, chirality does not have a significant effect on the buckling strain of MWCNTs nor alter the buckling mode of short MWCNTs.

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16

Sui, Qianqian, Changliang Lai, and Hualin Fan. "Buckling failure modes of one-dimensional lattice truss composite structures." Proceedings of the Institution of Mechanical Engineers, Part G: Journal of Aerospace Engineering 232, no. 13 (July 12, 2017): 2565–83. http://dx.doi.org/10.1177/0954410017716194.

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To reveal compression buckling, flexural buckling and torsional buckling of one-dimensional lattice truss composite columns, parameterized finite element modelling and theoretical analyses were carried out. Global and local buckling modes of six-node lattice truss composite columns in compression were revealed by finite element modelling. The buckling styles and the critical buckling forces depend on the column length, the constraints, and the bay length. For flexural and torsional lattice truss composite columns, local buckling is the dominant failure mode. The flexural or torsional buckling moment is related to the bay length and independent of the column length. The moment decreases when the bay length gets longer. Including all these factors, theoretical models were proposed based on equivalent column theory. These models correctly predict the buckling force or moment. Imperfection analyses indicate that the lattice truss column is sensitive to imperfections when the column fails at local buckling and non-sensitive at global buckling.

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17

Sieber, Jan, John W. Hutchinson, and J. Michael T. Thompson. "Nonlinear dynamics of spherical shells buckling under step pressure." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 475, no. 2223 (March 2019): 20180884. http://dx.doi.org/10.1098/rspa.2018.0884.

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Dynamic buckling is addressed for complete elastic spherical shells subject to a rapidly applied step in external pressure. Insights from the perspective of nonlinear dynamics reveal essential mathematical features of the buckling phenomena. To capture the strong buckling imperfection-sensitivity, initial geometric imperfections in the form of an axisymmetric dimple at each pole are introduced. Dynamic buckling under the step pressure is related to the quasi-static buckling pressure. Both loadings produce catastrophic collapse of the shell for conditions in which the pressure is prescribed. Damping plays an important role in dynamic buckling because of the time-dependent nonlinear interaction among modes, particularly the interaction between the spherically symmetric ‘breathing’ mode and the buckling mode. In general, there is not a unique step pressure threshold separating responses associated with buckling from those that do not buckle. Instead, there exists a cascade of buckling thresholds, dependent on the damping and level of imperfection, separating pressures for which buckling occurs from those for which it does not occur. For shells with small and moderately small imperfections, the dynamic step buckling pressure can be substantially below the quasi-static buckling pressure.

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18

Esfahani, M. M. Nasr, H. Ghasemnejad, and P. E. Barrington. "Experimental and Numerical Buckling Analysis of Delaminated Hybrid Composite Beam Structures." Applied Mechanics and Materials 24-25 (June 2010): 393–400. http://dx.doi.org/10.4028/www.scientific.net/amm.24-25.393.

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In this paper the effect of delamination position on the critical buckling load and buckling mode of hybrid composite beams is investigated. Experimental and numerical studies are carried out to determine the buckling load of delaminated composite beams. The laminated composite beams with various laminate designs of [G90]6, [C90]8, [C0/G0]4 and [C90/G90]4 were manufactured and tested to find the critical buckling load. Three different defect positions were placed through the thickness to find three main buckling modes. It was found that delamination position and lay-up can affect the buckling mode and also the critical buckling load. By approaching the delamination position to the outer surface of the specimen the buckling load decreases. The buckling process of hybrid and non-hybrid composite beams was also simulated by finite element software ANSYS and the critical buckling loads were verified with the relevant experimental results.

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19

He, Yu Zhi, Chang Yun Liu, Zhen Hua Hou, Guang Kui Zhang, Xing Hua Chen, Zi Chen Lin, and Jin San Ju. "Out-of-Plane Secondary Bifurcation Buckling Behavior of Elastic Circle Pipe Arch." Key Engineering Materials 462-463 (January 2011): 271–76. http://dx.doi.org/10.4028/www.scientific.net/kem.462-463.271.

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The out-of-plane secondary bifurcation buckling load-displacement equilibrium paths of the elastic circle pipe arch with and without out-of-plane brace at the top of the arch are traced using a new numerical tracing strategy. The out-of-plane secondary bifurcation buckling loads of the arch with the same sections and different rise-span ratios are obtained under the concentrated load at the top of the arch and the full span uniformly distributed load, which are compared with out-of-plane linear buckling load and in-plane primary buckling load. The calculation results show: for the same section circle pipe arches without the out-of-plane brace and under the concentrated load at the top the arch, the out-of-plane secondary buckling load is always less than the in-plane primary buckling load and the out-of-plane buckling will occur before the in-plane primary buckling. The out-of-plane secondary bifurcation buckling load of the arch with 0.2 rise-span ratio is the biggest. The bigger the rise-span ratio is, the bigger the difference between out-of-plane and in-plane buckling load. When the arch is subjected to full span uniformly distributed load, the out-of-plane buckling will also occur before the in-plane primary buckling and the out-of-plane secondary bifurcation buckling load of the arch with 0.4 rise-span ratio is the biggest. The difference between out-of-plane and in-plane buckling load of the arch with 0.2 rise-span ratio is the biggest. For the circle pipe arch with the out-of-plane brace at the top of the arch, the out-of-plane buckling load of the arch with 0.4 rise-span ratio is the biggest under the two load conditions. The brace can raise the out-of-plane buckling load significantly especially for the arch with big rise-span ratio and under full span load. The out-of-plane buckling will occur before the in-plane primary buckling when the arch is under full span uniformly distributed load. The out-of-plane buckling will occur before the in-plane primary buckling only when the arch is under concentrated load and the rise-span ratio of the arch is less than 0.3. No matter there is or not brace for the arch, the ultimate load carry capacity of the arches increase a little bit after the out-of-plane secondary buckling occurs.

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20

Zhou, Tian Hua, Shao Feng Nie, Xiang Bin Liu, and Guang Yi Li. "Experimental Study on Mechanical Behavior of Cold-Formed Steel Three Limbs Built-up Section Members." Advanced Materials Research 163-167 (December 2010): 651–54. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.651.

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18 specimens of cold-formed steel three limbs built-up section members are tested under axial compression load in this paper. The section forms are divided into two categories: A and B. Load-displacement (P-Δ) curves and failure characteristics of specimens are obtained. The results show that: As to section A members, the failure characteristics of LC, MC and SC series of specimens are flexural-torsional buckling, torsional buckling and distortional buckling, local buckling and distortional buckling. As to section B members, the failure characteristics of LC, MC series of specimens are flexural buckling, while local buckling and distortional buckling for members of SC series.

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21

Lu, Xing Fu, Qing Dong Zhang, and Xiao Feng Zhang. "Study on the Buckling Deformation of Orthotropic Strip." Advanced Materials Research 572 (October 2012): 181–86. http://dx.doi.org/10.4028/www.scientific.net/amr.572.181.

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Because of the crystal preferential orientation, the rolled strip exhibits orthotropy. The mechanism and deformation behavior of the orthotropic strip buckling (included pre-buckling and post buckling) was studied by analytical and finite element method. Through the energy principle, the mathematical model of critical buckling was established, and the critical conditions were obtained. The generating path of post buckling was found with perturbation variational solution. At the same time, using software ANSYS to simulate the buckling deformation, then the buckling mode, the critical stress and the post-buckling path were obtained, which were in good accordance with the analytical results. It verified the accuracy of analytical results.

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22

Che, Hui, Qiang Yang, Zhi Jun Han, and Guo Yun Lu. "Dynamic Buckling of Bars under Step Load Based on Semi-Analytic Method." Advanced Materials Research 968 (June 2014): 274–77. http://dx.doi.org/10.4028/www.scientific.net/amr.968.274.

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Dynamic buckling of bars under step load was studied by considering the stress wave effect. Straight bars without axial inertia were taken as an example when deformation was small. The buckling solution satisfying the boundary conditions was given by the semi-analytic method. The buckling solution was substituted to the dynamic buckling governing equations. The unified expression of dynamic buckling critical load was obtained by discussing the character of the solution. The dynamic buckling critical load was obtained by calculating the value of when the stress wave propagated to the critical length . The value of dynamic buckling load was 2.5 times the one’s of static buckling load with corresponding equivalent length.

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23

Jo, Byeongnam, Koji Okamoto, and Naoto Kasahara. "Creep Buckling of 304 Stainless-Steel Tubes Subjected to External Pressure for Nuclear Power Plant Applications." Metals 9, no. 5 (May 9, 2019): 536. http://dx.doi.org/10.3390/met9050536.

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The creep-buckling behaviors of cylindrical stainless-steel tubes subjected to radial external pressure load at elevated temperatures—800, 900, and 1000 °C—were experimentally investigated. Prior to the creep-buckling tests, the buckling pressure was measured under each temperature condition. Then, in creep-buckling experiments, the creep-buckling failure time was measured by reducing the external pressure load for two different tube specimens—representing the first and second buckling modes—to examine the relationship between the external pressure and the creep-buckling failure time. The measured failure time ranged from <1 min to <4 h under 99–41% loading of the buckling pressure. Additionally, an empirical correlation was developed using the Larson–Miller parameter model to predict the long-term buckling time of the stainless-steel tube column according to the experimental results. Moreover, the creep-buckling processes were recorded by two high-speed cameras. Finally, the characteristics of the creep buckling under radial loading were discussed with regard to the geometrical imperfections of the tubes and the material properties of the stainless steel at the high temperatures.

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24

Pan, Li Cheng, and Deng Feng Wang. "Buckling of Thin-Walled Cylindrical Shells of Desulphurizing Tower under Wind Loading." Applied Mechanics and Materials 662 (October 2014): 147–52. http://dx.doi.org/10.4028/www.scientific.net/amm.662.147.

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On the project background of the large-scale thin-walled cylindrical shells of a practical desulphurizing absorption tower, the investigations are conducted into the buckling mode and buckling capacity of the large-scale thin-walled cylindrical shells under wind loading by nonlinear finite element methods. In the buckling path, it firstly presents the buckling mode similar to that of the stocky cylinder under uniform external radial compression. In the post-buckling stage, the snap-through takes place, the buckling mode turns to being similar to the axial compressive buckling mode of the medium-height cylinder that horizontal buckles occur in the upper half of the front area. The buckling capacity of the cylindrical shells of desulphurizing tower is some more than the linear elastic buckling pressure of the cylinder under uniform radial pressure.

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25

Li, Wei, Bin Wu, Yong Ding, and Junxian Zhao. "Experimental performance of buckling-restrained braces with steel cores of H-section and half-wavelength evaluation of higher-order local buckling." Advances in Structural Engineering 20, no. 4 (August 5, 2016): 641–57. http://dx.doi.org/10.1177/1369433216659491.

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To prevent lower-order local buckling of H-section steel core, an improved type of buckling-restrained braces named buckling-restrained brace with H-section steel core was proposed by the authors. This article further investigates the effect of configuration details on seismic performance of buckling-restrained braces with H-section steel core and compares two half-wavelength calculation methods for higher-order local buckling of H-section steel core. First, quasi-static cyclic tests are described on two newly designed buckling-restrained braces with H-section steel cores and another buckling-restrained brace with flat steel core. Then, Bleich’s and Lundquist’s methods are reviewed for evaluating half wavelength of higher-order local buckling based on elastoplastic buckling theory of plates and compared with the test results of four buckling-restrained braces with H-section steel core including the two from a previous test. It is found from the test results that due to H-section steel core’s higher self-stability, the compression force fluctuation was not observed on the hysteretic loops of buckling-restrained brace with H-section steel core with even larger clearance but on the buckling-restrained brace with flat core. The buckling-restrained brace with H-section steel core was also advantageous over the buckling-restrained brace with flat core in terms of having lower compression strength adjustment factor β. A stopper in the middle of the core member and the gradual change of cross section of the core plate around the end of stiffeners could help to improve the fatigue performance of buckling-restrained braces. The test results also confirmed that Lundquist’s theory was more reliable for evaluating the half wavelength of higher-order local buckling for H-section steel core.

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26

Sato, Masanobu, and Yoshitaka Umeno. "Atomistic Model Analysis of Deformation of Carbon Nanotubes under Axial Compression." Key Engineering Materials 725 (December 2016): 451–55. http://dx.doi.org/10.4028/www.scientific.net/kem.725.451.

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We carried out molecular dynamics (MD) simulation and atomistic instability (ASI) analysis with carbon nanotubes (CNTs) under axial compression to reveal the mechanism of buckling. We investigated the development of instability mode until buckling of structure. For single-walled carbon nanotubes (SWCNTs), Euler-type buckling was found in relatively thin and long nanotubes, while buckling with deformation change of cross-sectional shape (radial buckling) was found in thick and short carbon nanotubes. The crossover between the Euler-type buckling modes and radial buckling modes was clearly seen in the ASI analysis.

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27

GOPAL, LINGAM, CANDACE M. D’SOUZA, MUNA BHENDE, SHIKA FOGLA, DHANASREE RATRA, NITIN S. SHETTY, TARUN SHARMA, et al. "SCLERAL BUCKLING." RETINA 23, no. 5 (October 2003): 636–40. http://dx.doi.org/10.1097/00006982-200310000-00005.

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28

Guy, Albert E. "FLEXURAL BUCKLING*." Journal of the American Society for Naval Engineers 33, no. 2 (March 18, 2009): 362–72. http://dx.doi.org/10.1111/j.1559-3584.1921.tb05399.x.

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29

Huh, Jungwon, In-Tae Kim, and Jin-Hee Ahn. "Locally Corroded Stiffener Effect on Shear Buckling Behaviors of Web Panel in the Plate Girder." Advances in Materials Science and Engineering 2015 (2015): 1–19. http://dx.doi.org/10.1155/2015/586264.

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The shear buckling failure and strength of a web panel stiffened by stiffeners with corrosion damage were examined according to the degree of corrosion of the stiffeners, using the finite element analysis method. For this purpose, a plate girder with a four-panel web girder stiffened by vertical and longitudinal stiffeners was selected, and its deformable behaviors and the principal stress distribution of the web panel at the shear buckling strength of the web were compared after their post-shear buckling behaviors, as well as their out-of-plane displacement, to evaluate the effect of the stiffener in the web panel on the shear buckling failure. Their critical shear buckling load and shear buckling strength were also examined. The FE analyses showed that their typical shear buckling failures were affected by the structural relationship between the web panel and each stiffener in the plate girder, to resist shear buckling of the web panel. Their critical shear buckling loads decreased from 82% to 59%, and their shear buckling strength decreased from 88% to 76%, due to the effect of corrosion of the stiffeners on their shear buckling behavior. Thus, especially in cases with over 40% corrosion damage of the vertical stiffener, they can have lower shear buckling strength than their design level.

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30

Bazhenov, V. G., A. A. Ryabov, and S. O. Ptitsyn. "DYNAMIC BUCKLING AND POST BUCKLING DEFORMATIONOF CYLINDRICAL SHELLS." Problems of Strength and Plasticity 80, no. 2 (2018): 209–18. http://dx.doi.org/10.32326/1814-9146-2018-80-2-209-218.

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31

Dash, Padmanav, and B. N. Singh. "Buckling and post-buckling of laminated composite plates." Mechanics Research Communications 46 (December 2012): 1–7. http://dx.doi.org/10.1016/j.mechrescom.2012.08.002.

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32

Yang, Guotao, and Mark A. Bradford. "Thermoelastic buckling and post-buckling of weakened columns." Structures 1 (February 2015): 12–19. http://dx.doi.org/10.1016/j.istruc.2014.09.002.

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33

Yoon, Soon Jong, Jae Ho Jung, and Won Sup Jang. "Elastic Web Buckling Strength of Pultruded Flexural Members." Key Engineering Materials 261-263 (April 2004): 621–26. http://dx.doi.org/10.4028/www.scientific.net/kem.261-263.621.

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This paper presents the analytical investigations pertaining to the elastic buckling behavior of orthotropic composite plates. By the pultrusion process the structural shapes composed of orthotropic plate components are readily available in the construction market. When the member is utilized for the flexure, lateral-torsional buckling and local buckling behaviors must be taken into consideration. In the local buckling analysis, flange and web local buckling analyses must be conducted in the design of such a member. For finding the web buckling strength, the buckling equation for the orthotropic plate under linearly distributed in-plane forces is derived by using the Rayleigh-Ritz method. The boundary conditions of plate are assumed that the loaded edges are simply supported and the unloaded edges are simply supported or fixedly supported. The buckling coefficient of a plate having different orthogonal mechanical properties is found by using the numerical technique and the minimum buckling coefficient is suggested. In addition, simplified form of equation for predicting the minimum buckling coefficient for the plate is proposed. Brief discussion on the design criteria relating to the web local buckling is also provided.

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34

Johnson, C. G., U. Jain, A. L. Hazel, D. Pihler-Puzović, and T. Mullin. "On the buckling of an elastic holey column." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 473, no. 2207 (November 2017): 20170477. http://dx.doi.org/10.1098/rspa.2017.0477.

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We report the results of a numerical and theoretical study of buckling in elastic columns containing a line of holes. Buckling is a common failure mode of elastic columns under compression, found over scales ranging from metres in buildings and aircraft to tens of nanometers in DNA. This failure usually occurs through lateral buckling, described for slender columns by Euler’s theory. When the column is perforated with a regular line of holes, a new buckling mode arises, in which adjacent holes collapse in orthogonal directions. In this paper, we firstly elucidate how this alternate hole buckling mode coexists and interacts with classical Euler buckling modes, using finite-element numerical calculations with bifurcation tracking. We show how the preferred buckling mode is selected by the geometry, and discuss the roles of localized (hole-scale) and global (column-scale) buckling. Secondly, we develop a novel predictive model for the buckling of columns perforated with large holes. This model is derived without arbitrary fitting parameters, and quantitatively predicts the critical strain for buckling. We extend the model to sheets perforated with a regular array of circular holes and use it to provide quantitative predictions of their buckling.

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35

Chen, Limin, Yi Zhuo, Rongzhang Xu, and Houbing Wang. "Buckling and Post-buckling Characteristics of Stiffened Panels Under Compression-Shear Load." Journal of Physics: Conference Series 2403, no. 1 (December 1, 2022): 012008. http://dx.doi.org/10.1088/1742-6596/2403/1/012008.

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Abstract Experiments have been conducted to investigate the buckling and post-buckling behavior of a T-the stiffened composite panel in size of 2412 by 1420mm under a compression-shear load. DIC was used to monitor the local buckling and post-buckling, and the results were compared with that of strain gauges. The results show that DIC can accurately capture the displacement field and the whole progress of the buckling mode transition, and the buckling modes at different times are clearly and intuitively, the error of the initial buckling load is less than 5% compared with the load measured by the strain gauge. Four different buckling determination methods based on strain gauge measurement and DIC measurement are presented, and a more accurate and convenient method for judging buckling load is obtained. The initial principal strain angle is related to the ratio of shear stress to compressive stress and changes greatly after the buckling, and the fracture angle approaches 45 degrees. The experimental results show that the hole with 6mm in the weighted middle of the web has a slight effect on the buckling load but has an obvious effect on the load capacity.

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36

Tang, Feixiang, Fang Dong, Yuzheng Guo, Shaonan Shi, Jize Jiang, and Sheng Liu. "Size-Dependent Buckling and Post-Buckling Analysis of the Functionally Graded Thin Plate Al–Cu Material Based on a Modified Couple Stress Theory." Nanomaterials 12, no. 19 (October 7, 2022): 3502. http://dx.doi.org/10.3390/nano12193502.

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Size-dependent functionally graded material thin plate buckling and post-buckling problems are considered using the framework of the MCST (Modified Couple Stress Theory). Based on modified couple stress theory and power law, the post-buckling deflection and critical buckling load of simply supported functionally graded material thin plate are derived using Hamilton’s minimum potential energy principle. The analysis compares the simulation results of linear buckling and nonlinear buckling. Innovatively, a power-law distribution with scale effects is considered. The influences of scale effect parameters l and power-law index parameters k on buckling displacement, load, and strain energy of plates have been investigated. In this article, it is found that the critical buckling displacement, critical buckling load, and buckling strain energy increase with increases in the power-law index parameters k. The membrane energy decreases as the power-law index parameter increases. If the upper and lower layers are swapped, the opposite result is obtained. In comparison, the scale effect parameter is more influential than the power-law exponent. The critical buckling displacement in the x-direction is not affected by scale effects. The critical buckling load, the membrane energy, and buckling strain energy increase as the scale effect parameter increases. Scale effects increase material stiffness compared with traditional theory, and the power-law index parameters affect FGM properties such as elastic modulus, Poisson’s ratio, density, etc. Both scale effects parameters and power-law index parameters have important effects on the mechanical behavior of materials.

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37

Huang, Wenjun, Deli Gao, and Yinghua Liu. "Buckling Analysis of Tubular Strings With Connectors Constrained in Vertical and Inclined Wellbores." SPE Journal 23, no. 02 (December 12, 2017): 301–27. http://dx.doi.org/10.2118/180613-pa.

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Summary A new concept is proposed in the local tubular mechanical model, which provides a more-sophisticated description of tubular mechanical behaviors from a local perspective. The principles and assumptions for the local mechanical model are presented. Under these assumptions, the mechanical behaviors of tubular strings with connectors under nonbuckling/lateral-buckling, interhelical-buckling, and intrahelical-buckling modes in vertical and inclined wellbores are studied. The critical interhelical-buckling and intrahelical-buckling loads are deduced with the assumed load-displacement curve and potential-energy factor. The contact states under every buckling mode are divided into no contact, point contact, and wrap contact, and the critical contact loads are deduced with critical contact conditions. The results of critical buckling loads, critical contact loads, contact forces, and maximum bending moments are compared, and these results are given in explicit forms for the convenience of application. The results show that buckling mode transforms from nonbuckling/lateral buckling to interhelical buckling to intrahelical buckling, and contact state transforms from no contact to point contact to wrap contact with the increase of axial force. The effects of connectors on buckling behaviors are determined by both the geometric and mechanical parameters of tubular strings with connectors. Connectors can inhibit the buckling problem and increase the axial force and torque transfer, but may increase the possibility of tubular failure. Therefore, these two effects of connectors should be considered comprehensively in the optimal design of connectors on tubular strings.

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38

Soong, T. C., and I. Choi. "Buckling of an Elastic Elliptical Ring Inside a Rigid Boundary." Journal of Applied Mechanics 52, no. 3 (September 1, 1985): 523–28. http://dx.doi.org/10.1115/1.3169094.

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The buckling of a thin, elastic ring confined in an elliptical hole whose circumference is smaller than that of the ring is studied. The effect of post-buckling slippage of the ring along the boundary with a corresponding curvature change is included. Buckling configurations with no friction that are (a) symmetric to one axis, and (b) symmetric to both axes, and (c) buckling configurations with no-slip are presented. Buckling with a strain energy consideration added as a criterion and buckling merely from compatibility alone are discussed. Results include curves for buckling loads of different ellipticities for different radius-to-thickness ratios.

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39

Song, Jian Yong, Ya Mei Yu, and Shuo Zhang. "Initial Imperfection Simulation and Effect on Shear Buckling of Corrugated Steel Webs." Advanced Materials Research 308-310 (August 2011): 2463–70. http://dx.doi.org/10.4028/www.scientific.net/amr.308-310.2463.

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The nonlinear shear buckling of corrugated steel webs is completed by ANSYS. Consistent mode imperfection method is adopted for simulating corrugation configuration imperfection of corrugated steel plate, shear buckling calculation analysis result shows that ultimate shear buckling load of corrugated steel webs is decreased with increasing in corrugation configuration imperfection. Analysis results shows that oversized corrugation configuration imperfection will decrease the ultimate shear buckling load of corrugated steel webs, but premature buckling caused by steel plate thickness imperfection of corrugated steel webs is much better than plain steel webs, and the ultimate shear buckling load and buckling mode will not be much effected by such steel plate thickness imperfection. On this basis, the influences of corrugation configuration to ultimate shear bucking load and buckling mode are investigated.

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40

Wu, J., H. C. Juvkam-Wold, and R. Lu. "Helical Buckling of Pipes in Extended Reach and Horizontal Wells—Part 1: Preventing Helical Buckling." Journal of Energy Resources Technology 115, no. 3 (September 1, 1993): 190–95. http://dx.doi.org/10.1115/1.2905992.

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This paper studies the helical buckling of pipes (drillstring and tubing) in extended reach and horizontal wells, theoretically and experimentally, resulting in new equations to correctly predict and effectively prevent the helical buckling of pipes in such wells. The theoretical study shows that the so-called helical buckling load that appears in the current literature is only the average axial load in the helical buckling development process. The laboratory experiments confirm the theoretical analysis. The new helical buckling load equations are formulated by combining the theoretical analysis and the experimental results, thereby resolving the existing assumption-and result inconsistency in the current literature. The new equation predicts the true helical buckling load to be about 1.3 times the so-called helical buckling load in the current literature, and about 1.8 times the critical buckling load that predicts the onset of sinusoidal buckling. Consequently, larger bit weights or packer setting loads can be applied to increase the drilling rate or to ensure a proper seal, before the helical buckling of the pipes can occur.

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41

Chen, Shu Hua, Yu Lai Han, and Jian Hua Zhang. "Elastic Shear Bucking Analysis of Corrugated Web Steel Beam in the Fire." Advanced Materials Research 255-260 (May 2011): 534–38. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.534.

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According to the temperature changes of corrugated webs steel beam in fire at different time, 3 different kinds of shear buckling modes and the changes of elastic buckling critical stress of corrugated web steel beam are analyzed in the fire, considering the effect of fire high temperature on structure elasticity modulus. The computed expressions of partial shear elastic critical buckling stress, elastic critical buckling stress of general buckling mode and critical stress of elastic relevant buckling in the fire are presented in the paper. Numerical results show that fire high temperature has obvious effect on elastic shear critical buckling stress changes of corrugated web steel beam.

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42

Ma, Yong Bin, Tian Hu He, and Bing Dong Gu. "Thermal Buckling Analysis of Cyclic Symmetry Mounting Structure." Applied Mechanics and Materials 578-579 (July 2014): 598–601. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.598.

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Buckling analysis is a technique used to determine buckling load and buckled mode shape. Buckling load is the critical load at which a structure becomes unstable while buckled mode shape is the characteristic shape associated with a structure's buckled response. In this paper, the elastic thermal buckling of a heated cyclic symmetry structure is carried out by means of finite element method. The buckling cyclic symmetry analysis is focused on a ring-strut-ring structure which is extensively used as a basic element in rotating machines. The linear eigenvalue buckling analysis is adopted to determine the buckling response with the temperature change of the structure.

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43

Suzuki, Toshiro, Toshiyuki Ogawa, and Kikuo Ikarashi. "Elastic Buckling Analysis of Rigidly Jointed Single Layer Reticulated Domes with Random Initial Imperfection." International Journal of Space Structures 7, no. 4 (December 1992): 265–73. http://dx.doi.org/10.1177/026635119200700404.

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In the present paper, the effect of imperfection on the elastic buckling load and mode shapes of externally-loaded single layer reticulated domes is investigated. The types of buckling concerned here are the general buckling, the local (dimple) buckling and the buckling of a member. As to the geometric parameter of a dome, the slenderness factor S is adopted which represents the openness and slenderness of the dome. The maximum value of the imperfection is assumed to be the normal random variable. The buckling loads are computed by the linear and the nonlinear buckling analysis using the finite element method. The statistical values are calculated by the three-points estimates method. The main points of interest are the influence of the shape and the extent of an imperfection on the buckling load.

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44

Kala, Zdeněk. "Modelling Initial Geometric Imperfections of Steel Plane Frames Using Entropy and Eigenmodes." International Journal of Mechanics 17 (July 24, 2023): 64–73. http://dx.doi.org/10.46300/9104.2023.17.10.

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The article introduces an innovative approach to modelling initial geometric imperfections in steel plane frames. Initial imperfections are introduced using the analysis of normalised deformations of elastic buckling modes. The scale of these modes is assessed by applying Shannon entropy and potential energy analysis. The presented case study demonstrates a decreasing scale of the elastic buckling modes. The entropy computed from the deformation reveals a new perspective on buckling modes and provides a more profound understanding of steel frame behaviour. The case study results indicate that anti-symmetric buckling modes exhibit higher entropy than symmetric buckling modes. This entropy-based analysis enables the differentiation between symmetric and anti-symmetric buckling modes, which is particularly valuable when the critical buckling loads of sway and non-sway buckling modes are closely aligned or overlap.

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45

Yazdi, Amin, Maria Rashidi, Mohammad Alembagheri, and Bijan Samali. "Buckling Behavior of Non-Retrofitted and FRP-Retrofitted Steel CHS T-Joints." Applied Sciences 11, no. 7 (March 31, 2021): 3098. http://dx.doi.org/10.3390/app11073098.

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This paper aims to investigate the buckling behavior of circular hollow section (CHS) T-joints in retrofitted and non-retrofitted states under axial brace compressive loading. For this purpose, two types of analysis are carried out. The first one is evaluating the critical buckling load in various tubular joints, and the other one is investigating the post-buckling behavior after each buckling mode. More than 180 CHS T-joints with various normalized geometric properties were numerically modeled in non-retrofitted state to compute their governing buckling mode, i.e., chord ovalization, brace local, or global buckling. Then three joints with different buckling modes were selected to be retrofitted by fiber-reinforced polymer (FRP) patches to illustrate the improving effect of the FRP wrapping on the post-buckling performance of the retrofitted joints. In addition, FRP composite failures were investigated. The results indicate that the FRP retrofitting is able to prevent the brace local buckling, and that matrix failure is the most common composite failure in the retrofitted joints.

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46

Sun, Wenbo, and Weixing Zhou. "Numerical Investigation of Instability of Complex Spatial Structures." Open Civil Engineering Journal 10, no. 1 (July 29, 2016): 402–17. http://dx.doi.org/10.2174/1874149501610010402.

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Consistent Imperfection Mode Method (CIMM) is a widely-used and effective numerical method to study the buckling capacity of spatial structure. CIMM used an “artificial” deformation instead of “artificial” load eccentricity to imitate the initial disturbance/imperfection for calculation of buckling load, and the basic mode obtained from linear buckling analysis could be used to simulate the distribution of imperfection. But in linear buckling analysis of certain complex spatial structures, the basic and first few modes usually reflect the local buckling of certain slim elements, and stability of complex structure depends on none of these local modes. Based on mode energy discrimination criterion, the improved CIMM is introduced. Improved CIMM includes following steps. 1) Normalization of all buckling modes. 2) Summarization of each mode of strain energy. 3) Discrimination of global modes with peak strain energy. 4) Based on first few global modes, CIMM could be used to calculate buckling loads respectively. 5) Choose the smallest buckling load as the buckling capacity of structure.

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47

Jankowski, Jacek, Maria Kotełko, and Viorel Ungureanu. "Numerical and Experimental Analysis of Buckling and Post-Buckling Behaviour of TWCFS Lipped Channel Section Members Subjected to Eccentric Compression." Materials 17, no. 12 (June 12, 2024): 2874. http://dx.doi.org/10.3390/ma17122874.

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The paper presents a static analysis of the buckling and post-buckling state of thin-walled cold-formed steel (TWCFS) lipped channel section beam-columns subjected to eccentric compression. Eccentricity is taken into consideration relative to both major and minor principal axes. An analytical–numerical solution to the buckling and post-buckling problems is described. The solution is based on the theory of thin plates. Equations of equilibrium of section walls are derived from the principle of stationary energy. Then, to solve the problem, the finite difference (FDM) and Newton–Raphson methods are applied. Linear (buckling) and nonlinear (post-buckling) analyses are performed. As a result, pre- and post-buckling equilibrium paths are determined. Comparisons of the obtained numerical results, FE simulation results, and experimental test results are carried out and presented in comparative load-shortening diagrams. Additionally, a comparison of the buckling forces and buckling modes obtained from theoretical analysis and experiments is presented.

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48

Alashkar, Adnan, Mohamed Elkafrawy, Rami Hawileh, and Mohammad AlHamaydeh. "Buckling Analysis of Functionally Graded Materials (FGM) Thin Plates with Various Circular Cutout Arrangements." Journal of Composites Science 6, no. 9 (September 18, 2022): 277. http://dx.doi.org/10.3390/jcs6090277.

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In this paper, several analyses were conducted to investigate the buckling behavior of Functionally Graded Material (FGM) thin plates with various circular cutout arrangements. The computer model was simulated using the Finite Element (FE) software ABAQUS. The developed model was validated by the authors in previous research. A parametric analysis was employed to investigate the effect of plate thickness and circular cutout diameter on the buckling behavior of the FGM thin plates. The normalized buckling load was also calculated to compare the buckling performance of FGM plates with various dimensions. Moreover, von Mises stress analysis was examined to understand the yield capability of the FGM plates in addition to the buckling modes that show the stress distribution of the critical buckling stress. Hence, this research provides a comprehensive analysis to display the relation between the critical buckling load and the arrangement of the circular cutouts. The results show that the critical buckling load heavily depends on the dimension of the plate and the cutout size. For instance, an increase in the plate thickness and a decrease in the cutout diameter increase the critical buckling load. Moreover, the circular cutout in a horizontal arrangement exhibited the best buckling performance, and as the arrangement shifts to a vertical arrangement, the buckling performance deteriorates.

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49

Deng, Wen-liang, Bin-Wen Wang, Kai Lei, and Jing-Tao Wu. "Thermal buckling behavior of metal/composite wall panels." Journal of Physics: Conference Series 2472, no. 1 (May 1, 2023): 012001. http://dx.doi.org/10.1088/1742-6596/2472/1/012001.

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Abstract This paper has carried out the research on the thermal buckling behavior of the metal/composite composite structure wall panel. The thermal buckling behavior of the hybrid structure has been studied from analytical methods, finite element methods and experimental tests. Aiming at the thermal buckling behavior of the hybrid structure from room temperature 20°C to -55°C, non-contact optical testing technology is used to obtain the thermal buckling deformation parameters of the entire temperature history, and the critical heat of the hybrid structure is obtained through theoretical solution, simulation and data judgment methods. The buckling temperature reveals the thermal buckling deformation law of the mixed structure wall panel under the aircraft temperature envelope. Conclusion: The change of structural off-plane displacement is the manifestation of structural buckling instability.Although buckling instability occurs in the wall structure during the cooling process, the structure can still be restored to a normal state without post-buckling. The slope of structural deformation changes dramatically after -15°C, basically showing a linear relationship; the theoretical solution, simulation method and data judgment method determine the critical temperature of structural thermal buckling with a maximum difference of 4.8°C. The test data judgment method can be used for thermal buckling Determination of critical load.

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50

Zahn, Cynthia J., and Nestor R. Iwankiw. "Flexural-Torsional Buckling and its Implications for Steel Compression Member Design." Engineering Journal 26, no. 4 (December 31, 1989): 143–54. http://dx.doi.org/10.62913/engj.v26i4.527.

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Анотація:

Flexural-torsional and torsional buckling strength of compression members is covered for the first time in the AISC Load and Resistance Factor Design (LRFD) Specification, and, thus, must now be considered in hot-rolled steel design for buildings, in addition to overall flexural and local buckling. This new strength criterion is also included in the 1989 Allowable Stress Design (ASD) Specification. Flexural-torsional buckling is a compression member instability involving a combination of member bending and twisting as well as any local buckling of slender elements. In this behavioral sense, it resembles lateral-torsional buckling of unbraced beams. Torsional buckling is simply a twisting of the entire cross section about its shear center. Flexural torsional buckling applies to all shapes except those that are doubly symmetric. Pure torsional buckling can only occur in these doubly symmetric shapes, such as rolled wide flange sections. Flexural-torsional buckling is strongly influenced by the degree of symmetry in a cross section that is mathematically represented by the location of the shear center relative to the centroid. An interactive coupling effect of flexural and torsional buckling occurs only when these two points are not coincident; when they are identical, as for doubly symmetric, wide-flange shapes, the response reduces to pure torsional buckling.

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