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Journal articles on the topic 'Local buckling'

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Author: Grafiati

Published: 4 June 2021

Last updated: 14 March 2023

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1

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

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

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2

Paik, Jeom Kee, Anil K. Thayamballi, and Young Eel Park. "Local Buckling of Stiffeners in Ship Plating." Journal of Ship Research 42, no. 01 (March 1, 1998): 56–67. http://dx.doi.org/10.5957/jsr.1998.42.1.56.

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

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3

MOHAN, S. J., N. PRASAD RAO, and N. LAKSHMANAN. "FLEXURAL AND LOCAL BUCKLING INTERACTION OF STEEL ANGLES." International Journal of Structural Stability and Dynamics 05, no. 02 (June 2005): 143–62. http://dx.doi.org/10.1142/s0219455405001519.

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The column buckling equation and plate buckling equation are merged to obtain a graphical relation in the elastic and inelastic buckling ranges. This graphical relation has been used to classify all possible modes of hot rolled angle sections investigated by previous researchers in their experimental works. Forced plate buckling experiments have been carried out to verify the graphical relation for plate buckling. Design practices adopted by various standards for design of steel angles, have been compared with respect to this graphical relation and discussed. The importance of width to thickness ratio has been used to emphasize the buckling characteristics of hot rolled angle sections. The objective of this paper is to discuss the plate buckling failures of the angle sections recorded during full scale testing of transmission towers at Tower Testing and Research Station, SERC, Chennai, India. The plate buckling failures in tower testing for the past eighteen years have been analyzed and suggestions are given to avoid such failures in real structures and during testing.

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4

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

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

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5

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

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6

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

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

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7

AHN, KWANG-HYUN, JIN-SUNG KIM, and HOON HUH. "ENERGY ABSORPTION OF EXPANSION TUBE CONSIDERING LOCAL BUCKLING CHARACTERISTICS." International Journal of Modern Physics B 22, no. 31n32 (December 30, 2008): 5993–99. http://dx.doi.org/10.1142/s0217979208051480.

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This paper deals with the crash energy absorption and the local buckling characteristics of the expansion tube during the tube expanding processes. In order to improve energy absorption capacity of expansion tubes, local buckling characteristics of an expansion tube must be considered. The local buckling load and the absorbed energy during the expanding process were calculated for various types of tubes and punch shapes with finite element analysis. The energy absorption capacity of the expansion tube is influenced by the tube and the punch shape. The material properties of tubes are also important parameter for energy absorption. During the expanding process, local buckling occurs in some cases, which causes significant decreasing the absorbed energy of the expansion tube. Therefore, it is important to predict the local buckling load accurately to improve the energy absorption capacity of the expansion tube. Local buckling takes place relatively easily at the large punch angle and expansion ratio. Local buckling load is also influenced by both the tube radius and the thickness. In prediction of the local buckling load, modified Plantema equation was used for strain hardening and strain rate hardening. The modified Plantema equation shows a good agreement with the numerical result.

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8

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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9

Chen, Qi Feng, and Mu Yu Liu. "Buckling Analysis of Stiffened Plate with Local Imperfections under In-Plane Bending." Applied Mechanics and Materials 351-352 (August 2013): 290–96. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.290.

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

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10

Kwon, Young Bong, Jin Hwan Cheung, Byung Seung Kong, Hwan Woo Lee, and Kwang Kyu Choi. "Flexural Tests on the H-Section Simple Beams with Local Buckling." Applied Mechanics and Materials 105-107 (September 2011): 1677–80. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.1677.

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This paper describes a series of flexural tests conducted on the H-section beams fabricated from SM490 plate of thickness 0.6mm with nominal yield stress 315 MPa. Flexural members with large width-to-thickness ratios in the flanges or the web may undergo local buckling before lateral-torsional buckling. The local buckling has a negative effect on the moment capacity based on the lateral-torsional buckling. Simple bending moment capacity formulas for flexural members were calibrated to the test results to account for interaction between local buckling and lateral-torsional buckling. The ultimate flexural strengths predicted by the proposed formulas for direct strength method were compared with the AISC (2005) and Eurocode3 (2003). The comparison showed that the moment formulas proposed can predict conservatively the bending moment capacity of H-section flexural members with local buckling.

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11

Yoshizawa, Katsuhito, and Kikuo Ikarashi. "Elastic Local Buckling Strength of Tapered H-Shaped Cantilever Beams." Applied Mechanics and Materials 166-169 (May 2012): 1033–39. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.1033.

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The purpose of this paper is to investigate the elastic local buckling strength and the behavior of tapered H-shaped beams under stress condition of cantilever beam. The analyses were conducted by separating H-shaped beam into two plate elements (web and flanges). From the results of analyses, authors evaluate elastic local buckling strength of each plate element, and clarify the several effects of tapered shape by comparing buckling strength and the behavior of tapered H-shaped beam with uniform H-shaped beam. In addition, authors examine coupled buckling of the two plate elements and confirm that the evaluations can be appropriate in case of coupled buckling.

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12

Wang, Yuan Qing, Huan Xin Yuan, Yong Jiu Shi, and Ming Cheng. "Local Buckling Analysis of Aluminum I Section Beams." Advanced Materials Research 168-170 (December 2010): 1921–33. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.1921.

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Low elastic modulus of aluminum alloy gives prominence to lateral and local buckling of members, especially when thin walled sections are adopted to save material usage. Under certain conditions of loads and constraint, local buckling would occur in aluminum beams. A numerical study to assess the local stability of aluminum I section beams is presented in this paper. The study focused on two aspects: the local buckling of aluminum flange plate under compression, the local buckling of aluminum web plate under bending and shear. An extensive parameter analysis including width-to-thickness ratio, initial imperfection, material constitutive relation and restriction effect from adjacent plates was carried out with the purpose of extracting several governing parameters and investigating their effects on the local buckling of aluminum plate. Based upon the results of finite element analysis (FEA), a new design method in connection with the local stability of aluminum I section beams has been developed. By virtue of the proposed design method, three key indicators that include the critical value of width-to-thickness ratio to prevent local buckling of aluminum flange plate under compression, the local stability of aluminum web plate under bending/shear and the bearing capacity of aluminum I section beams under the condition that the post buckling strength of web is taken into account, could be obtained to provide more rational and efficient designs. The proposed design method is different from the current Eurocode but acts in accordance with Chinese code for design of steel structures (Chinese steel code) in order to satisfy applicability.

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13

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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14

BRADFORD, M. A., A. ROUFEGARINEJAD, and Z. VRCELJ. "ELASTIC BUCKLING OF THIN-WALLED CIRCULAR TUBES CONTAINING AN ELASTIC INFILL." International Journal of Structural Stability and Dynamics 06, no. 04 (December 2006): 457–74. http://dx.doi.org/10.1142/s0219455406002118.

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Circular thin-walled elastic tubes under concentric axial loading usually fail by shell buckling, and in practical design procedures the buckling load can be determined by modifying the local buckling stress to account empirically for the imperfection sensitive response that is typical in Donnell shell theory. While the local buckling stress of a hollow thin-walled tube under concentric axial compression has a solution in closed form, that of a thin-walled circular tube with an elastic infill, which restrains the local buckling mode, has received far less attention. This paper addresses the local buckling of a tubular member subjected to axial compression, and formulates an energy-based technique for determining the local buckling stress as a function of the stiffness of the elastic infill by recourse to a transcendental equation. This simple energy formulation, with one degree of buckling freedom, shows that the elastic local buckling stress increases from 1 to [Formula: see text] times that of a hollow tube as the stiffness of the elastic infill increases from zero to infinity; the latter case being typical of that of a concrete-filled steel tube. The energy formulation is then recast into a multi-degree of freedom matrix stiffness format, in which the function for the buckling mode is a Fourier representation satisfying, a priori, the necessary kinematic condition that the buckling deformation vanishes at the point where it enters the elastic medium. The solution is shown to converge rapidly, and demonstrates that the simple transcendental formulation provides a sufficiently accurate representation of the buckling problem.

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15

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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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

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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18

Madenci, E., and R. A. Westmann. "Local Delamination Buckling in Layered Systems." Journal of Applied Mechanics 58, no. 1 (March 1, 1991): 157–66. http://dx.doi.org/10.1115/1.2897143.

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This paper presents an analytical solution to the problem of local buckling induced by delamination of a layered plate. Delamination growth and buckling is an observed failure mode in laminated structures subjected to compressive loads. Previous analytical studies of the phenomenon rest upon simplifying structural and geometric approximations. The purpose of this paper is to present solutions for this problem using the classical three-dimensional theory of elasticity to predict the buckled equilibrium state. Solutions to the problem of a plate with a circular delamination subjected to axisymmetric and uniaxial in-plane compressive loadings are obtained using mathematical techniques appropriate for mixed boundary value problems.

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19

Lin, Pao Chun, Toru Takeuchi, Ryota Matsui, and Ben Sitler. "Seismic Design of Buckling-Restrained Brace in Preventing Local Buckling Failure." Key Engineering Materials 763 (February 2018): 875–83. http://dx.doi.org/10.4028/www.scientific.net/kem.763.875.

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When a buckling-restrained brace (BRB) is composed of a flat steel core encased in a rectangular steel tube with infill mortar, the flat steel core develops high-mode buckling waves within the spaces occupied by compressible debonding layers when BRB is in compression. The wave crests and troughs collide with mortar and then acting outward forces on restrainer. The steel tube wall may bulge out if the restrainer is too weak to sustain the outward forces and the BRB may lose its compression carrying capability. The outward force can be estimated according to steel core high-mode buckling wavelength and the debonding layer thickness. The restrainer capacity in resisting outward forces can be estimated by using the upper bound theory in plastic analysis. The results of 39 BRB tests were compared in order to evaluate the effectiveness of steel tube capacity estimation methods. 24 BRBs exhibiting local bulging failure suggested that the steel tube capacity can be estimated by assuming the bulged wall as a wedge shape with five of its boundary developing flexural strength. The proposed estimation is conservative and can be adopted for BRB design in preventing local bulging failure for severe seismic services.

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20

TAKEUCHI, Toru, Ryota MATSUI, Jerome F. HAJJAR, Kohji NISHIMOTO, and Ian D. AIKEN. "LOCAL BUCKLING RESTRAINT CONDITIONS FOR CORE PLATE IN BUCKLING RESTRAINED BRACES." Journal of Structural and Construction Engineering (Transactions of AIJ) 73, no. 634 (2008): 2231–38. http://dx.doi.org/10.3130/aijs.73.2231.

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21

Davies, J. M. "Strain hardening, local buckling and lateral-torsional buckling in plastic hinges." Journal of Constructional Steel Research 62, no. 1-2 (January 2006): 27–34. http://dx.doi.org/10.1016/j.jcsr.2005.02.013.

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22

Takeuchi, T., J. F. Hajjar, R. Matsui, K. Nishimoto, and I. D. Aiken. "Local buckling restraint condition for core plates in buckling restrained braces." Journal of Constructional Steel Research 66, no. 2 (February 2010): 139–49. http://dx.doi.org/10.1016/j.jcsr.2009.09.002.

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23

Iványi, Miklós, and László Hegedüs. "Local buckling and flexural-torsional buckling with regard to residual stresses." Journal of Constructional Steel Research 21, no. 1-3 (January 1992): 205–26. http://dx.doi.org/10.1016/0143-974x(92)90028-d.

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24

Mirtaheri, Seyed Masoud, Meissam Nazeryan, Mohammad Kazem Bahrani, Amin Nooralizadeh, Leila Montazerian, and Mohamadhosein Naserifard. "Local and global buckling condition of all-steel buckling restrained braces." Steel and Composite Structures 23, no. 2 (February 10, 2017): 217–28. http://dx.doi.org/10.12989/scs.2017.23.2.217.

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25

Takeuchi, T., J. F. Hajjar, R. Matsui, K. Nishimoto, and I. D. Aiken. "Effect of local buckling core plate restraint in buckling restrained braces." Engineering Structures 44 (November 2012): 304–11. http://dx.doi.org/10.1016/j.engstruct.2012.05.026.

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26

Usman, Fathoni. "Shear Resistance of Trapezoidal Corrugated Web in Local Buckling." Applied Mechanics and Materials 554 (June 2014): 421–25. http://dx.doi.org/10.4028/www.scientific.net/amm.554.421.

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This paper presents analytical studies using Eigenvalue buckling analysis in the Finite Element Method to determine shear buckling and subsequently determine shear resistance of thin plated member with trapezoidal corrugated web. The result is compared with experimental results. It is found that the proposed equations give good agreement to the experimental results. However, the buckling coefficient k is still not generate a good shear stress based on its slenderness ratio hw/tw.

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27

Garifullin, Marsel, Darya Trubina, and Nikolai Vatin. "Local Buckling of Cold-Formed Steel Members with Edge Stiffened Holes." Applied Mechanics and Materials 725-726 (January 2015): 697–702. http://dx.doi.org/10.4028/www.scientific.net/amm.725-726.697.

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Cold formed steel members with edge stiffened holes are a new generation of cold formed members recently developed by the building industry. Very little research has been performed on such sections to determine their local and distortional buckling capacity. This article provides the numerical results of elastic local buckling analysis of cold-formed lipped channels with edge stiffened holes. For flexural elements values of critical buckling moments are calculated and the influence of hole spacing and diameter on elastic buckling capacity is determined.

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28

Dawe, John L., Adel A. Elgabty, and Gilbert Y. Grondin. "Local Buckling of Hollow Structural Sections." Journal of Structural Engineering 111, no. 5 (May 1985): 1101–12. http://dx.doi.org/10.1061/(asce)0733-9445(1985)111:5(1101).

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29

Cheng, Jung‐June R., and Joseph A. Yura. "Local Web Buckling of Coped Beams." Journal of Structural Engineering 112, no. 10 (October 1986): 2314–31. http://dx.doi.org/10.1061/(asce)0733-9445(1986)112:10(2314).

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30

Dawe, John L., and Geoffrey L. Kulak. "Local Buckling Behavior of Beam‐Columns." Journal of Structural Engineering 112, no. 11 (November 1986): 2447–61. http://dx.doi.org/10.1061/(asce)0733-9445(1986)112:11(2447).

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31

Bradford, Mark A. "Elastic Local Buckling of Trough Girders." Journal of Structural Engineering 116, no. 6 (June 1990): 1594–610. http://dx.doi.org/10.1061/(asce)0733-9445(1990)116:6(1594).

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32

Migita, Y., and Y. Fukumoto. "Local buckling behaviour of polygonal sections." Journal of Constructional Steel Research 41, no. 2-3 (February 1997): 221–33. http://dx.doi.org/10.1016/s0143-974x(97)00008-4.

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33

Pan, T. S., and P. D. Herrington. "Local buckling of stitched composite laminate." Composites Part B: Engineering 30, no. 8 (December 1999): 833–40. http://dx.doi.org/10.1016/s1359-8368(99)00047-5.

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34

Tomblin, John, and Ever Barbero. "Local buckling experiments on FRP columns." Thin-Walled Structures 18, no. 2 (January 1994): 97–116. http://dx.doi.org/10.1016/0263-8231(94)90012-4.

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35

Seif, Mina, and Benjamin W. Schafer. "Local buckling of structural steel shapes." Journal of Constructional Steel Research 66, no. 10 (October 2010): 1232–47. http://dx.doi.org/10.1016/j.jcsr.2010.03.015.

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36

Axelrad, E. L. "On local buckling of thin shells." International Journal of Non-Linear Mechanics 20, no. 4 (January 1985): 249–59. http://dx.doi.org/10.1016/0020-7462(85)90033-2.

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37

Ronalds, B. F. "Local buckling strength of plate outstands." International Journal of Mechanical Sciences 32, no. 11 (January 1990): 925–43. http://dx.doi.org/10.1016/0020-7403(90)90064-p.

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38

Knobloch, Markus, and Mario Fontana. "Local buckling behaviour under fire conditions." IABSE Symposium Report 90, no. 7 (January 1, 2005): 1–8. http://dx.doi.org/10.2749/222137805796270892.

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39

Szymczak, Czesław, and Marcin Kujawa. "Local buckling of composite channel columns." Continuum Mechanics and Thermodynamics 32, no. 3 (May 8, 2018): 555–67. http://dx.doi.org/10.1007/s00161-018-0674-2.

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Haidarali, Mohammad Reza, and David A. Nethercot. "Finite element modelling of cold-formed steel beams under local buckling or combined local/distortional buckling." Thin-Walled Structures 49, no. 12 (December 2011): 1554–62. http://dx.doi.org/10.1016/j.tws.2011.08.003.

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Jiang, Li Zhong, Jing Jing Qi, Wang Bao Zhou, and Xing Li. "Lateral and Local Stability of Steel-Concrete Composite Beam." Advanced Materials Research 168-170 (December 2010): 721–29. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.721.

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Lateral buckling and local buckling are two important influential factors for bearing capacity of a steel-concrete composite beam. The existing codes of a steel-concrete composite beam generally use steel structure design methods to calculate stability of a composite beam, and the results do not agree with the fact. This paper analyses global lateral buckling forms of I shape steel concrete composite beam and a calculation model of I shape composite beam stability analysis is presented. The critical moment of lateral buckling of the composite beam compressive bottom flange in the hogging bending moment region is derived in accordance with computation module. The author also studies the mechanical property of the steel web under combined action of bending stress, axial compressive stress and shear stress in the hogging bending moment region. In the light of correlation equation under combined eccentric compression and shear force, an elastic buckling factor of the steel web in complicated stress state is obtained. Based on buckling analysis results, a height to thickness ratio of steel beam in the elastic strained stage without transverse stiffening rib is proposed. Compared with existing stability theory and calculation method of I shape composite beam, correction methods and advices of stability design for I shape composite beam in the hogging bending moment region are presented.

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Lobanov, L. M., N. A. Pashchin, O. L. Mikhoduj, and T. G. Solomijchuk. "Limination of local deformations of buckling type by means of electrodynamic treatment." Paton Welding Journal 2014, no. 11 (November 28, 2014): 2–7. http://dx.doi.org/10.15407/tpwj2014.11.01.

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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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Lian, Zeng Bo, Zhen Zhao, Wang Xu, C. W. Lim, Xin Sheng Xu, and Zhen Huan Zhou. "Anti-Buckling Design of Rectangular Thin Plate Based on Local Surface Nanocrystallization." Materials Science Forum 975 (January 2020): 103–8. http://dx.doi.org/10.4028/www.scientific.net/msf.975.103.

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In this paper, a novel local surface nanocrystallization treatment is introduced to design the anti-buckling rectangular plate. The mechanical properties and critical buckling loads of the plates are greatly improved by the surface nanocrystallization technology. Several local nanocrystallization layouts, including the horizonal stripes distribution, the vertical stripes distribution and the spaced latticed blocks distribution, are designed and numerical simulations are carried out to evaluate the stability of the plates. Results show that the critical buckling load was significantly improved by the local nanocrystallization treatment. Among all the designs, the critical buckling loads for the vertical nanocrystallization layouts is the optimal one. And the technology can also be extended to the anti-buckling design of other structures.

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Su, Wenxian, and Jie Ren. "Numerical Simulation of Local Buckling of Submarine Pipelines under Combined Loading Conditions." Materials 15, no. 18 (September 14, 2022): 6387. http://dx.doi.org/10.3390/ma15186387.

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Submarine pipelines are prone to developing flaws, such as ellipticity and depression during the manufacture, burying, and use processes. The local buckling characteristics of submarine pipelines with initial imperfection must be studied since the initial imperfection have an impact on local pipeline buckling. In this study, the local buckling of submarine pipelines with varying depression depths and ellipticity is simulated using the finite element program ABAQUS, and defect sensitivity of submarine pipelines with varying shape ellipticity, varying depression depths, and varying pipe radius-thickness ratios is examined. Meanwhile, research is being conducted on the combined load buckling of a submarine pipeline with initial imperfection caused by bending, axial force, and external hydrostatic pressure. The results indicated that the critical external pressure of the pipeline is sensitive to the imperfection, although the buckling propagation pressure is not. The buckling morphology is influenced by the shape and size of the imperfection. Additionally, the ability to withstand external hydrostatic pressure of the pipeline reduces after it has been bent.

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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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Ghorbanpour Arani, A., M. Mohammadimehr, A. R. Saidi, A. Arefmanesh, and Q. Han. "Pasternak effect on the buckling of embedded single-walled carbon nanotubes using non-local cylindrical shell theory." Proceedings of the Institution of Mechanical Engineers, Part C: Journal of Mechanical Engineering Science 225, no. 12 (August 4, 2011): 3045–59. http://dx.doi.org/10.1177/0954406211409511.

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In this article, the buckling analysis of a single-walled carbon nanotube using the non-local cylindrical shell theory under general loading embedded on the Winkler- and Pasternak-type foundations is presented. The effect of the surrounding elastic medium such as the Winkler-type spring constant and the Pasternak-type shear constant is taken into account in the present formulations. The non-local and local critical buckling loads are obtained under general loading such as the axial compression, lateral pressure, and torsional loading, and it is concluded from the results that the non-local critical buckling load under general loading is lower than the local critical buckling load. It is seen that the Winkler-type spring constant and Pasternak-type shear constant increase the non-local critical buckling load under general loading, therefore the difference between the presence and the absence of the Pasternak-type shear constant is large.

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Liang, Cheng, Yabo He, and Sumei Liu. "Local Buckling Analysis of T-Section Webs with Closed-Form Solutions." Mathematical Problems in Engineering 2016 (2016): 1–7. http://dx.doi.org/10.1155/2016/6929352.

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This paper reports on approaches to estimate the critical buckling loads of thin-walled T-sections with closed-form solutions. We first develop a model using energy conservation approach under the assumption that there is no correlation between the restraint coefficient and buckling half-wavelength. Secondly, we propose a numerical approach to estimate the critical buckling conditions under the more realistic torsional stiffener constraint condition. A dimensionless parameter correlated with constraint conditions is introduced through finite element (FE) analysis and data fitting technique in the numerical approach. The critical buckling coefficient and loads can be expressed as explicit functions of the dimensionless parameter. The proposed numerical approach demonstrates higher accuracy than the approach under noncorrelation assumption. Due to the explicit expression of critical buckling loads, the numerical approach presented here can be easily used in the design, analysis, and precision manufacture of T-section webs.

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49

Bradford, Mark A. "Buckling of longitudinally stiffened plates in bending and compression." Canadian Journal of Civil Engineering 16, no. 5 (October 1, 1989): 607–14. http://dx.doi.org/10.1139/l89-095.

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The nonlinear stiffness equations that predict local and post-local buckling of plates and plate assemblies are given. These equations are validated by accurate predictions of independent test results. The elastic local buckling of longitudinally stiffened web plates in combined bending and compression is considered. Graphs which may be used to predict the optimum position of a stiffener are presented. The relationship between the area and second moment of area of a stiffener of finite dimensions that optimizes the local buckling coefficient is given for various eccentricities of end load. The post-local buckling of a longitudinally stiffened plate in uniform compression and pure bending is also considered. It is shown that the provision of a longitudinal stiffener, of proportions to enforce a node at the plate–stiffener junction, enhances significantly the postbuckling response of the plate with regard to the serviceability limit state, particularly for the case of pure bending. Key words: bending, compression, finite strips, local buckling, plates, postbuckling, stiffeners, webs.

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Lu, Junkai, Weichuang Liu, Yong Ding, Yingying Li, and Shuquan Xu. "Local Buckling Behavior of Buckling-Restrained Braces with Longitudinally Profiled Steel Core." Crystals 11, no. 8 (August 5, 2021): 914. http://dx.doi.org/10.3390/cryst11080914.

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One of the most important requirements for a well-designed buckling restrained brace (BRB) under severe earthquake loading is to ensure its stability until the brace achieves sufficient elasto-plastic deformation. This study presents the finite element analysis results of the proposed buckling restrained brace with a longitudinally profiled steel core (LPBRB). The objective of the analyses is to conduct a performance evaluation of the proposed LPBRBs, and to perform a parameter study with different clearance, width:thickness ratio, mortar strength, and friction coefficient for investigating the local buckling behavior of the LPBRBs. Numerical analyses results demonstrate that the LPBRBs exhibited good ductile performance and stable hysteretic behavior. The local buckling failure can be predicted by the demand:capacity ratio formula. The friction coefficient has little influence on the hysteretic behavior of LPBRBs. The local stability can be improved by adopting the mortar with higher compression strength or the LP core with lower width:thickness ratio. The proposed LPBRBs have a similar hysteretic response to the conventional BRBs.

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