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Artykuły w czasopismach na temat „Buckling capacity”

Autor: Grafiati

Data publikacji: 4 czerwca 2021

Data aktualizacji: 20 lutego 2023

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1

Wang, Ting Ting, and Lian Chun Long. "The Effect of Opening on Elastic Buckling of Plates Subjected to Unidirectional Compression Load." Applied Mechanics and Materials 574 (July 2014): 127–32. http://dx.doi.org/10.4028/www.scientific.net/amm.574.127.

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This paper has investigated the effect of hole shape, hole size and hole position on elastic buckling of square perforated plates by using the finite element method. According to the effect law of these three geometric factors on buckling bearing capacity, buckling coefficient was obtained by data fitting. The results show that: The plate with circular perforation has the greatest buckling bearing capacity of the three perforation shape plate; When the center perforations have the same area, the relationship between buckling coefficient and perforation size is exponential for the plate with ci

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2

Ying, Wudang, Changgen Deng, and Chenhui Zhang. "Static Behaviors and Applications of Buckling Monitoring Members with Rigid Ends." Processes 9, no. 5 (May 10, 2021): 836. http://dx.doi.org/10.3390/pr9050836.

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The buckling of compression members may lead to the progressive collapse of spatial structures. Based on the sleeved compression member, the buckling monitoring member is introduced to control the buckling of compression member and raise buckling alert by sensing contact between the core tube and the restraining tube. Considering the rigid connection among the members in spatial structures, the buckling monitoring member with rigid ends needs to be further analyzed. An experimental test was conducted and finite element analyses were performed with calibrated finite element models. The results

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3

Wong, Sui Kieng, Nabilah Abu Bakar, Nor Azizi Safiee, and Noor Azline Mohd. Nasir. "PARAMETRIC STUDY IN SHEAR BUCKLING CAPACITY OF SINUSOIDAL CORRUGATED STEEL WEB." ASEAN Engineering Journal 12, no. 3 (August 31, 2022): 89–93. http://dx.doi.org/10.11113/aej.v12.17181.

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Sinusoidal corrugated steel web has gradually gained attention over trapezoidal corrugated steel web. The design of shear buckling capacity for the trapezoidal corrugated web is governed by interactive buckling which normally has the lowest value among global, local and interactive failures. It was discovered in some studies that the shear buckling in a sinusoidal section is found to be governed by either local or global failures, where there is a lack of study in this area. The purpose of this study is to determine the effect of web thickness, web height, and sinusoidal radius on the shear bu

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4

Vecchi, Francesca, and Beatrice Belletti. "Capacity Assessment of Existing RC Columns." Buildings 11, no. 4 (April 14, 2021): 161. http://dx.doi.org/10.3390/buildings11040161.

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Existing reinforced concrete (RC) members, designed in accordance with obsolete codes, are often characterized by high stirrup spacing. The collapse mechanisms generated by high stirrup spacing are typically related to the buckling of longitudinal reinforcement and can be accentuated when corrosion takes place. In this paper, new refined material constitutive laws for steel, including inelastic buckling and corrosion of reinforcement, are implemented in a fixed crack model suitable for RC elements subjected to cyclic loadings called the PARC_CL 2.1 crack model. The effectiveness of the propose

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5

Ma, Qing, Jin Song Lei, and Wen Zhi Yin. "Buckling Analysis of Double-Limb Lipped Channel Section Member under Axial Load." Advanced Materials Research 243-249 (May 2011): 268–73. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.268.

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Double-limb lipped channel section steel member is formed by connecting two single limb members with bolts in order to improve the buckling performance. In order to research the buckling form and ultimate bearing capacity of members with different slenderness ratios under axial load, nonlinear analysis of buckling performance is done to this kind of section using the finite element analysis software ANSYS. The influence on bearing capacity caused by height-breadth ratio of section, height-thickness ratio of web and breadth-thickness ratio of flange is analyzed. The results show that: (1) for l

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6

WANG, Q., and J. G. CHASE. "BUCKLING ANALYSIS OF CRACKED COLUMN STRUCTURES AND PIEZOELECTRIC-BASED REPAIR AND ENHANCEMENT OF AXIAL LOAD CAPACITY." International Journal of Structural Stability and Dynamics 03, no. 01 (March 2003): 17–33. http://dx.doi.org/10.1142/s0219455403000793.

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Decreased flexural and buckling capacity of composite structures due to the development of fatigue cracks is a serious issue in a variety of fields. This paper discusses the buckling capacity and piezoelectric material enhancement of cracked column structures. A model of the rotational discontinuity at the crack location is used to develop analytical buckling solutions and the effect of crack location and intensity on the buckling capacity of the damaged columns is investigated. Small piezoelectric patches are employed to induce local moments to compensate for the decreased buckling capacity o

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7

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 ultimat

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8

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 l

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9

Manuylov, Gaik, Sergey Kosytsyn, and Irina Grudtsyna. "INFLUENCE OF BUCKLING FORMS INTERACTION ON STIFFENED PLATE BEARING CAPACITY." International Journal for Computational Civil and Structural Engineering 16, no. 2 (June 26, 2020): 83–93. http://dx.doi.org/10.22337/2587-9618-2020-16-2-83-93.

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The work is devoted to studying the influence of initial geometric imperfections on a value of the peak load for the compressed stiffened plate with the two-fold buckling load. The finite-element set MSC PATRAN – NASTRAN was used for solving the set tasks. When modelling the stiffened plate, flat four-unit elements were used. Geometric non-linearity was assumed for calculations. The plate material was regarded as perfectly elastic. Buckling forces of stiffened plate at the two-fold buckling load were calculated (simultaneous buckling failure on the form of the plate total bending and on the lo

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10

Rameshbabu, C., and S. Prabavathy. "Simplified Design Equation for Web Tapered - I Sections Using Finite Element Modeling." Archives of Civil Engineering 64, no. 3 (September 1, 2018): 57–66. http://dx.doi.org/10.2478/ace-2018-0029.

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AbstractThe web - tapered I-columns have the capacity to resist the flexural buckling and lateral torsional buckling at a particular location where as in the rest of the member the capacity is lower. There needs a focusing on the nonprismatic members, to find the buckling capacity and standard procedures are to be framed in Indian Code IS 800:2007. This exploratory research explores simulated finite element models covering a total of 60 web tapered column sections having taper ratios (h2/h1) from 1.0 to 3.0 using FEA software ANSYS17.2. With an elaborate Eigenvalue buckling analysis, this rese

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11

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 mediu

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12

Chu, Qi, Haiqing Liu, Shengyong Xia, Jinfeng Dong, Ming Lei, Tim K. T. Tse, Lingxiao Teng, Cruz Y. Li, and Yunfei Fu. "Numerical and Experimental Study on the Member Performance and Stability Bearing Capacity of Wheel Coupler Formwork Supports." Applied Sciences 12, no. 20 (October 17, 2022): 10452. http://dx.doi.org/10.3390/app122010452.

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To evaluate the performance of wheel coupler formwork support components, the bearing capacity of the horizontal bar, the shear capacity of the wheel, the shear capacity of the sleeve, and the stability bearing capacity of the single- and double-layer vertical poles were investigated through systematic full-scale tests. The feasibility and correctness of the experiment were verified by comparing the results with those of a finite element analysis. The results demonstrated that the weak point of the horizontal bar was the bearing capacity of the weld at the connection between the socket and the

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13

Li, Shou-Chao, Yu-Chen Zhang, Le Chang, Chang-Yu Zhou, and Xiao-Hua He. "Research on Buckling Load of Cylindrical Shell with an Inclined through Crack under External Pressure and Its Solution." Metals 13, no. 1 (January 15, 2023): 174. http://dx.doi.org/10.3390/met13010174.

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In order to evaluate the reliability of cracked cylindrical shell effectively and reasonably, study the load capacity of cracked structures and understand the failure modes of cracked structures, in this paper the finite element method is adopted for cylindrical shells with mixed mode crack. The finite element models of cylindrical shell with an inclined through crack under external pressure were established by finite element method, the elastic and elastic-plastic buckling loads were calculated. The influences of crack length (c), crack angle (θ), cylindrical shell length-radius ratio (L/R),

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14

Li, Qian, and Deng Feng Wang. "Influence of Cutout Position on Buckling of Large-Scale Thin-Walled Cylindrical Shell of Desulphurizing Tower with Welding Induced Imperfection under Wind Loading." Applied Mechanics and Materials 687-691 (November 2014): 68–72. http://dx.doi.org/10.4028/www.scientific.net/amm.687-691.68.

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Not only the geometrical imperfection induced by welding but also cutouts will influence the buckling of large-scale thin-walled steel cylindrical shell under wind loading. Based on the practical cylindrical shells of a desulphurizing absorption tower, in consideration of the correlation between welding induced imperfection and circular cutouts, the influence of cutout position on buckling of cylinder under wind loading is investigated by nonlinear finite element method. The results indicate that the buckling capacity varies slightly when the cutout position moves along meridional direction in

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15

Kullashi, G., S. C. Siriwardane, and M. A. Atteya. "Lateral torsional buckling capacity of corroded steel beams: A parametric study." IOP Conference Series: Materials Science and Engineering 1201, no. 1 (November 1, 2021): 012038. http://dx.doi.org/10.1088/1757-899x/1201/1/012038.

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Abstract Thickness reduction due to uniform corrosion increases the tendency of lateral torsional buckling (LTB) of open cross-sections and it reduces the moment capacity of the beam. The effect of the various corrosion cases on the LTB moment capacity (M b,rd) of the I-beams are investigated in this paper. An analytical framework for patch corroded I-beams is introduced to provide a guideline for simulating the nonlinear lateral torsional buckling behaviour of patch corroded simple beams. Hence the effect of different corrosion scenarios to reduce the buckling reduction factor (η LT) is inves

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16

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 impo

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17

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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18

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

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Pitting corrosion, an extremely localized corrosion that leads to the creation of small holes in metal when a protective coating is damaged could trigger structural failure in platform structures. A single pit in a critical point, especially in compression element, can cause a great deal of reduction in overall buckling capacity of the structure. This study aims to indicate the effect of a circular cutout, representing a pitting corrosion on overall buckling capacity of steel pipe truss structure subject to static loading. Five models of truss structure having a circular cutout on their compre

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19

Virgin, Lawrence. "Simultaneous Buckling, Contact, and Load-Carrying Capacity." Journal of Engineering Mechanics 147, no. 5 (May 2021): 04021023. http://dx.doi.org/10.1061/(asce)em.1943-7889.0001926.

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Andrews, Blake M., Larry A. Fahnestock, and Junho Song. "Ductility capacity models for buckling-restrained braces." Journal of Constructional Steel Research 65, no. 8-9 (August 2009): 1712–20. http://dx.doi.org/10.1016/j.jcsr.2009.02.007.

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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

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22

Zenzai, Seiya, Yuki Chikahiro, and Shigeru Shimizu. "Estimation Equation for Horizontal Load Bearing Capacity of Circular PCFST with Diaphragm." Applied Sciences 12, no. 17 (August 31, 2022): 8739. http://dx.doi.org/10.3390/app12178739.

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The purpose of this study is to propose a practical formula for estimating the maximum load bearing capacity of partially concrete-filled steel tubes (PCFST) without using complicated numerical analysis and estimation procedures. This study focused on four parameters (radius thickness ratio R, slenderness ratio λ, axial force ratio n, and concrete filling ratio Lc/L) used in numerical analysis to determine horizontal load bearing capacity and buckling position in PCFST with diaphragms under monotonic loading. Based on the results, an equation for estimating the horizontal load bearing capacity

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23

Richard, Michael J., and Kent A. Harries. "Experimental Buckling Capacity of Multiple-Culm Bamboo Columns." Key Engineering Materials 517 (June 2012): 51–62. http://dx.doi.org/10.4028/www.scientific.net/kem.517.51.

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This paper presents the experimental results of an on-going study investigating the buckling capacity of single-culm and multiple-culm bamboo column elements. Four single-culm columns of species Bambusa Stenostachya were tested to obtain single-culm column capacities as well as control tests to determine the behaviour of short-doweled end-conditions. Three multiple-culm columns were then tested in order to investigate the ultimate capacity and buckling behaviour of these elements. Specifically of interest wasthe effect of bamboo stitching on improving column behaviour in the bamboo culms. Expe

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24

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 wavele

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25

Martin, A., S. F. Stiemer, and P. Osterrieder. "Ultimate load capacity of square shear plates with circular perforations." Canadian Journal of Civil Engineering 15, no. 3 (June 1, 1988): 470–76. http://dx.doi.org/10.1139/l88-063.

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Working platforms and support caissons of offshore steel structures are often designed with plate boxes or plate girders. The important shear walls or shear webs must often be perforated to allow utilities, etc., to pass through. The failure mode of these large perforated shear panels is typically shear buckling, usually in the plastic range. The paperpresents results of a finite element buckling analysis with inelastic material behaviour and gives general guidelines for the ultimate capacity design of perforated shear plates. The parameters affecting the ultimate capacity of square plates wit

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26

BHETWAL, KRISHNA KUMAR, and SEISHI YAMADA. "EFFECTS OF CFRP REINFORCEMENTS ON THE BUCKLING BEHAVIOR OF THIN-WALLED STEEL CYLINDERS UNDER COMPRESSION." International Journal of Structural Stability and Dynamics 12, no. 01 (January 2012): 131–51. http://dx.doi.org/10.1142/s0219455412004665.

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This paper presents a novel way of strengthening thin-walled steel cylindrical shells against buckling during axial compression in which a small amount of fiber-reinforced polymer (FRP) composite, coated from both sides can increase the buckling strength effectively. The effects of the reinforcement and the angle of fiber orientation as well as initial geometric imperfections on the buckling load-carrying capacity have been made clear through the three kinds of analytical procedures; the conventional linear eigen value buckling analysis, the reduced stiffness (RS) buckling analysis and the ful

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27

Xiong, Xiao Li, Li Bin Jin, and Hui Wang. "Design Capacity of T-Strut Subject to Compressive Force." Advanced Materials Research 163-167 (December 2010): 550–56. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.550.

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T-struts subject to centroid compression buckle flexural-torsionally about their axis of symmetry. When the force is applied at the shear center of the section, T-struts buckle either flexurally or torsionally without coupling of flexure with twisting. Although the buckling load of shear center loading is greater than that of centroid loading, i.e. T-struts in elastic stage provide larger resistance to buckling about their axis of symmetry when the compression is applied at the shear center in lieu of the centroid of the section, T-struts with defect such as fabrication error, load eccentricit

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28

Sun, Weidong, Kang Li, and Xinyu Niu. "An Experimental Study on Seismic Performance of Steel Truss Coupling Beams with Buckling-restrained Brace." Open Civil Engineering Journal 9, no. 1 (April 17, 2015): 134–39. http://dx.doi.org/10.2174/1874149501509010134.

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Through the pseudo-static test on the steel truss coupling beams with buckling-restrained brace, the bearing capacity, deformation capacity, hysteresis curve, skeleton curve, ductility, Energy Dissipation and stiffness degradation of such coupling beam are understood. The test results show that the steel truss coupling beams with buckling-restrained brace is characterized by bigger bearing capacity, higher ductility and good plastic energy dissipation capacity.

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Yao, Xing You, Yuan Qi Li, and Zu Yan Shen. "Load-Carrying Capacity Estimation Methods for Cold-Formed Steel Lipped Channel Member Using Effective Width Method." Advanced Materials Research 163-167 (December 2010): 90–101. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.90.

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Distortional buckling may occur for Cold-formed thin-walled steel lipped channel member except local buckling and overall buckling. The buckling of flange and lip are the important factor for the occurrence the distortional buckling. The different design codes have different design method for calculating plate buckling coefficient of flange and lip using the effective width method. So the effective width method in different codes are introduced and the load-carrying capacities of 100 lipped channel section compressive members collected from reference are computed using ‘Cold-formed steel struc

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Belyy, G. I., and A. I. Garipov. "Post-limit bearing capacity of buckled steel structures frame elements." Вестник гражданских инженеров 19, no. 5 (2022): 5–19. http://dx.doi.org/10.23968/1999-5571-2022-19-5-5-19.

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The «reverse» numerical-analytical method for definition the residual bearing capacity of steel frame elements after buckling is proposed. The method allows to take in consideration the post-critical behavior of plates making up the frame element and large plastic strain overflowing into the self-hardening stage.The solution is carried out by the reverse sequence: it is offered to define values of deformational and non-deformational internal forces by numerical unitless procedure according to a given post-limit deformed state of the most loaded cross-section of an element under compression and

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CAI, JIANGUO, LEMING GU, YIXIANG XU, JIAN FENG, and JIN ZHANG. "NONLINEAR STABILITY ANALYSIS OF HYBRID GRID SHELLS." International Journal of Structural Stability and Dynamics 13, no. 01 (February 2013): 1350006. http://dx.doi.org/10.1142/s0219455413500065.

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In this paper, we investigate the buckling capacity of a hybrid grid shell, which is made of quadrangular meshes diagonally stiffened by pre-tensioned thin cables. The eigenvalue buckling, geometrical nonlinear elastic buckling and elasto-plastic buckling analyses of the hybrid structure were carried out. Then the influences of the shape and scale of imperfections on the elasto-plastic buckling loads were discussed. Also, the effects of different structural parameters, such as the rise-to-span ratio, cross-section of beams, area and pre-stress of cables and boundary conditions, on the failure

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32

Błażejewski, Paweł, and Jakub Marcinowski. "Buckling Capacity Curves for Steel Spherical Shells Loaded by the External Pressure." Civil And Environmental Engineering Reports 15, no. 4 (March 1, 2015): 43–55. http://dx.doi.org/10.1515/ceer-2014-0034.

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Abstract Assessment of buckling resistance of pressurised spherical cap is not an easy task. There exist two different approaches which allow to achieve this goal. The first approach involves performing advanced numerical analyses in which material and geometrical nonlinearities would be taken into account as well as considering the worst imperfections of the defined amplitude. This kind of analysis is customarily called GMNIA and is carried out by means of the computer software based on FEM. The other, comparatively easier approach, relies on the utilisation of earlier prepared procedures whi

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33

Tang, Ting Ting, and Jian Yao. "Comparison and Study on Calculation Methods of Cold-Formed Thin-Walled Lipped Channel Members’ Capacity about Distortional Buckling." Applied Mechanics and Materials 256-259 (December 2012): 581–87. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.581.

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Distortional buckling which is one of the most important buckling modes for cold-formed lipped channel sections as well as local buckling and global buckling may change mechanical properties and decrease the ultimate load of members. This paper reviews research achievements in distortional buckling, compares the existed design methods according to five national (regional) codes and the latest research achievements. Based on the comparison between five calculating data and test results, it is shown that the design method of North American specification has widespread application and relatively

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34

Chen, Xiang Rong, Hai Long Yuan, Xing Chen, and Zhen Wen Liu. "Study on Calculation Theory of Elastic Flexural-Torsional Buckling Bearing Capacity for Castellated Beams." Applied Mechanics and Materials 744-746 (March 2015): 1635–39. http://dx.doi.org/10.4028/www.scientific.net/amm.744-746.1635.

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The structure of castellated beams is complex, using the computation theory of elastic flexural-torsional buckling of H-shaped beams to study the elastic flexural-torsional buckling strength of castellated beams under different loads, based on simplifying the section's eigenvalues. In addition to the theoretical investigation, the finite element analysis of the accurate critical loads of the beams had been done by the ABAQUS software, a comparison has been made between the calculated loads and analyzed results, error is smaller. Analyzing the effects that divergence ratio, depth-span ratio and

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Wang, Chun Gang, Zi Feng Xu, Zhuang Nan Zhang, and Yu Fei Cao. "Load-Carrying Capacity of Cold-Formed Steel Columns with Complicated Section under Eccentric Compression Loading." Advanced Materials Research 838-841 (November 2013): 601–4. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.601.

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This paper studied 30 cold-formed steel columns with three different sections and eleven different eccentricities under eccentric compression loading by nonlinear finite element analysis using program ANSYS. Effects of the above parameters on ultimate load-carrying capacity, buckling modes, the distribution of stress and strain, and deflection behavior of channels with complex edge stiffeners under eccentric compression loading were investigated. The result shows that influence of the effective centroid offset on carrying capacity under eccentric compression loading can not be ignored. The max

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Vanarelli, Alex, and John W. Gillespie. "Response of thin flexible compression columns with self-reacting lateral constraint." Journal of Composite Materials 56, no. 7 (February 18, 2022): 1107–22. http://dx.doi.org/10.1177/00219983211070094.

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The study investigates the effects of self-reacting lateral constraint on the compression load capacity of thin composite columns. A dynamic finite element analysis model is developed to aid in the optimization of the column lateral constraint which leads to a 50-fold increase in load capacity over the first critical buckling load. First, the model is compared against known analytical solutions for a column buckling between bi-lateral constraints. Next, the constraints are made to float and self-react, and the model is developed to study the role of column geometry, material properties, and in

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Deepak, MS, and VM Shanthi. "Lateral-torsional buckling capacity of Hybrid Double-I-Box Beams: A numerical approach." Advances in Structural Engineering 22, no. 3 (August 22, 2018): 641–55. http://dx.doi.org/10.1177/1369433218795601.

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In this article, a parametric study on the lateral-torsional buckling performance of thin-walled cold-formed steel Hybrid Double-I-Box Beams through numerical analyses has been presented. These built-up beams have distinctive cross-section geometry; the presence of more section modulus at the flanges provides high resistance to flexural bending and the closed-box portion offers high stiffness to resist torsion and lateral buckling. Therefore, these beams can be used for longer spans. The nonlinear finite element analysis was performed using ABAQUS software. All the beams were modelled as ideal

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Sun, Bingcai, Duanzhu Ma, Lei Gao, Mingchuan He, Zengli Peng, Xin Li, and Wenhua Wang. "Wind Buckling Analysis of a Large-Scale Open-Topped Steel Tank with Harmonic Settlement-Induced Imperfection." Buildings 12, no. 11 (November 14, 2022): 1973. http://dx.doi.org/10.3390/buildings12111973.

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In this study, the wind buckling capacity of an open-topped steel tank with harmonic settlement-induced imperfection is numerically investigated. Although the single effect of the wind load or differential settlement on the open-topped steel tanks is widely studied, the interaction of the two loads to the tank shell is scarcely examined. The prototype of a 100,000 m3 open-topped steel tank with a floating roof is selected, and the harmonic settlements (wave numbers n = 2, 3, and 4) and the wind profile considering internal pressure (EN 1993-4-1) are applied. Firstly, the finite element model i

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El-Ghazaly, Hany A., and Archibald N. Sherbourne. "Plastic behaviour of unstiffened symmetrical beam-to-column flange connections." Canadian Journal of Civil Engineering 12, no. 4 (December 1, 1985): 821–37. http://dx.doi.org/10.1139/l85-096.

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Present specifications to prevent premature elastic–plastic buckling of the column web in symmetric moment connections are based on limited semiempirical evidence because costs of a total experimental investigation are prohibitive and an accepted generalized theory for elastoplastic plate bifurcation is lacking. Finite element formulations, based on an incremental version of a deformation theory combined with appropriate iterative techniques, have been recently developed and displayed both accuracy and adaptability to elastoplastic plate buckling problems for general loading–unloading–reloadin

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

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The double rectangular tube assembled buckling-restrained brace is a new type of buckling energy consumption buckling-restrained brace. Because of its external restraining members, which are bound by high-strength bolts, its mechanical mechanism is more complicated and its failure modes are more varied. In this study, the double rectangular tube assembled buckling-restrained brace composition and three types of end constructions are introduced in detail. The influences of different design parameters on the performance of double rectangular tube assembled buckling-restrained brace are studied b

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Li, Yinqi, Feng Liu, and Wenming Cheng. "Influence of lacing bars on the buckling capacity of four-legged latticed columns considering geometric imperfections." Science Progress 104, no. 2 (April 2021): 003685042110259. http://dx.doi.org/10.1177/00368504211025905.

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The buckling behavior of latticed columns had been widely investigated based on the theory of Euler, Engesser and Timoshenko shear beam. Although these methods had been formulated and proved to be accurate in case of special assumptions, the influences of lacing bars on the buckling behavior of latticed columns were unclear. This paper modeled a general four-legged latticed column to study the influence of the cross-section characteristics of lacing bars along with their imperfections on the buckling capacity of latticed columns. Three loading conditions and four geometric imperfect models wer

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Wu, Guofang, Liangliang Huo, Yinlan Shen, and Haiqing Ren. "The Effect of the Bearing Width on the Buckling Capacity of Partially Loaded CLT Member." Buildings 12, no. 1 (January 17, 2022): 84. http://dx.doi.org/10.3390/buildings12010084.

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The calculation method for buckling capacity of cross-laminated timber (CLT) under axial load with one-way members has been investigated and incorporated into design codes worldwide. However, the load may only be applied to a part of the CLT members. In this case, the available calculation method for buckling capacity is not applicable. To solve this problem, a 3D numerical model was developed to study the buckling behavior of axially loaded CLT members. After being validated by comparison with experimental results, the model was used to investigate the buckling capacity of axially loaded CLT

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Cao, Bao Zhu, Yao Chun Zhang, and Yue Ming Zhao. "Experimental Research on Concrete Filled Thin-Walled Steel Tube Long Columns." Key Engineering Materials 400-402 (October 2008): 551–57. http://dx.doi.org/10.4028/www.scientific.net/kem.400-402.551.

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Experimental research on square and octagonal concrete filled thin-walled steel tube long columns of 6 specimens in axial compression and 8 specimens in eccentric compression is undertaken. The relationship of global buckling bearing capacity of the columns and local buckling of the steel tubes is obtained. The test indicates that local buckling occurs in steel tube of each column before it reaches ultimate capacity, and has little effect on global buckling performance. The ultimate load decreases obviously with the increase of slender ratio and eccentricity. The ductility of columns increases

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Cakiroglu, Celal, Kamrul Islam, and Gebrail Bekdaş. "The effect of slenderness on the lateral-torsional buckling and ultimate shear capacity of plate girders." Challenge Journal of Structural Mechanics 6, no. 4 (December 20, 2020): 183. http://dx.doi.org/10.20528/cjsmec.2020.04.003.

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Lateral torsional buckling and shear buckling are two of the most significant structural responses that should be considered during the design process of plate girders. Particularly the importance of lateral torsional buckling was once again witnessed during the reconstruction process of a bridge in Edmonton, Alberta, Canada when the plate girders failed due to insufficient bracing. This current study aims to acquire a better understanding of the effect of geometric parameters such as the web slenderness, flange slenderness and span-to-depth ratio on the critical buckling moment and ultimate s

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Shen, Ke-Chun, Zhao-Qi Yang, Lei-Lei Jiang, and Guang Pan. "Buckling and Post-Buckling Behavior of Perfect/Perforated Composite Cylindrical Shells under Hydrostatic Pressure." Journal of Marine Science and Engineering 10, no. 2 (February 17, 2022): 278. http://dx.doi.org/10.3390/jmse10020278.

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In this paper, the buckling and post-buckling behavior of perfect and perforated composite cylindrical shells subjected to external hydrostatic pressure was experimentally investigated. Three filament wound composite cylindrical shells were fabricated from T700-12K Carbon fiber/Epoxy, two of which were perforated and reinforced. A test platform was established that allows researchers to observe the deformation of composite cylindrical shells under hydrostatic pressure in real-time during test. According to experimental observation, strain response and buckling deformation wave were discussed.

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Karampour, Hassan, and Faris Albermani. "Interaction between Upheaval/Lateral and Propagation Buckling in Subsea Pipelines." Applied Mechanics and Materials 553 (May 2014): 434–38. http://dx.doi.org/10.4028/www.scientific.net/amm.553.434.

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Due to high service temperatures and internal pressures in oil and gas pipelines, axial compression forces are induced in the pipe due to seabed friction. Slender trenched pipelines can experience global buckling in the vertical plane (upheaval buckling) while untrenched pipelines buckle in the horizontal plane (lateral buckling). Furthermore, deep subsea pipelines subjected to high external hydrostatics pressures can undergo catastrophic propagation buckling. In this study, the possible interaction between upheaval/lateral buckling and propagation buckling is numerically investigated using fi

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

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Finite element models (FE models) of high-strength steel Q420 (yield strength 420 MPa) circular tubes considering residual stresses and local and overall geometric imperfections were established and verified against existing test data. Based on parameter analysis, it was derived that the reduction of ultimate capacity resulting from residual stresses was up to 11.8%. When slenderness ratio was larger than 25, the effect of overall geometric imperfection played a major role compared with that of local geometric imperfection, which resulted in the reduction of the ultimate capacity of about 11.5

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MacKay, Rainer J., and Ayman M. El Ansary. "Nonlinear buckling optimization technique to predict critical imperfection wavelength of combined liquid-filled steel conical tanks." Advances in Structural Engineering 22, no. 13 (May 26, 2019): 2799–808. http://dx.doi.org/10.1177/1369433219852042.

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The shape of the imperfection induced by welding has an influence on the buckling resistance of thin shell structures, and many previous studies have come up with various models to estimate the critical imperfection shape. The aim of the current study is to assess the adequacy of three different approaches available in the literature, which consider that the imperfection wavelength matching the first buckling mode of a perfect tank to be the critical one. The first approach is based on buckling formulae calculated using a linear eigenvalue analysis performed on extensive experimental results o

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Zhang, He, Kai Wu, Chao Xu, Lijian Ren, and Feng Chen. "Buckling Analysis and Section Optimum for Square Thin-Wall CFST Columns Sealed by Self-Tapping Screws." Advances in Civil Engineering 2019 (January 15, 2019): 1–14. http://dx.doi.org/10.1155/2019/2658757.

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Two columns of thin-walled concrete-filled steel tubes (CFSTs), in which tube seams are connected by self-tapping screws, are axial compression tested and FEM simulated; the influence of local buckling on the column compression bearing capacity is discussed. Failure modes of square thin-wall CFST columns are, first, steel tube plate buckling and then the collapse of steel and concrete in some corner edge areas. Interaction between concrete and steel makes the column continue to withstand higher forces after buckling appears. A large deflection analysis for tube elastic buckling reflects that e

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Błażejewski, Paweł. "Development of a Procedure for the Determination of the Buckling Resistance of Steel Spherical Shells according to EC 1993-1-6." Materials 15, no. 1 (December 21, 2021): 25. http://dx.doi.org/10.3390/ma15010025.

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This paper presents the process of developing a new procedure for estimating the buckling capacity of spherical shells. This procedure is based entirely on the assumptions included in the standard mentioned, EN-1993-1-6 and also becomes a complement of EDR5th by unifying provisions included in them. This procedure is characterized by clarity and its algorithm is characterized by a low degree of complexity. While developing the procedure, no attempt was made to change the main postulates accompanying the dimensions of the spherical shells. The result is a simple engineering approach to the diff

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