Journal articles on the topic 'Buckling capacity'
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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 circular hole or square hole, the relationship between buckling coefficient and perforation size is biquadratic for the plate with triangular hole and the greater the perforation size is, the less the buckling bearing capacity will be; For the plate with uniform circular perforation size, The relationship of buckling coefficient and the spacing between perforation center and structure center is quadratic and the greater the spacing is, the less the buckling bearing capacity will be. The results in this paper provide reference for perforation design of plate.
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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 indicated that the ultimate bearing capacity and post-ultimate bearing capacity of the core tube were enhanced due to the restraint from the restraining tube. The contact was successfully sensed by pressure sensor, revealing that it sensed the buckling of the core tube. Parametric studies were conducted, indicating that the core protrusion, core slenderness ratio, the gap between the core tube and restraining tube, and the flexural rigidity ratio are the key parameters affecting the bearing capacity and the failure modes of the buckling monitoring member, and some key values of parameters were proposed to obtain good bearing capacity. Based on the parametric studies, the failure modes of buckling-monitoring members are summarized as global buckling and local buckling. The stress distribution and deformation mode of buckling monitoring members are presented in the non-contact, point-contact, line-contact, reverse-contact and ultimate bearing state. The buckling monitoring member is applied in a reticulated shell by substituting the buckling members. It can effectively improve the ultimate bearing capacity of reticulated shell.
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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 buckling capacity and buckling mode in the sinusoidal corrugated steel web. Finite element analysis was conducted on 150 specimens with different radius of sinusoidal corrugated web, web height and web thickness to investigate their influence to the shear buckling capacity of the sections. The result shows that the increase in web thickness has been shown to increase the shear buckling capacity linearly. The increase in web height and radius of corrugated web reduce the shear buckling capacity of the beam exponentially. The results from finite element analysis are compared with an analytical equation from existing literature. It is found that the equation gives a conservative prediction of the shear capacity, however, could be used for a radius greater than 150 mm
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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 proposed model is validated through comparison with available experimental data and analytical predictions. Finally, the proposed model is used to calibrate correction coefficients to be applied to current codes formulation for the ultimate rotational capacity prediction of non-conforming elements subjected to buckling phenomena and characterized by corrosion of reinforcing bars.
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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 larger slenderness ratio, complete buckling occurs to the column mainly and the slenderness ratio has larger influence on buckling bearing capacity, while for smaller slenderness ratio, local distortional buckling occurs more; (2) in a certain range, the increase of height-breadth ratio could raise the ultimate bearing capacity of member, but excessive height-breadth ratio would make the ultimate bearing capacity decrease, (3) the increase of both height-thickness ratio and breadth-thickness ratio would decrease the ultimate bearing capacity.
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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 of column structures, using a mechanical model coupled with piezoelectric strain-voltage relations. The voltages required to enhance the buckling capacity are analytically determined and the general relationship between crack location and voltage developed. The primary advantage of the piezoelectric-based repair approach presented is the ability to use a single small patch, with different applied voltages, to repair cracks of a wide variety of depths, intensities and locations passive design solutions would require custom designs to restore the axial load capacity for each case.
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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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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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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 local form of wave formation in stiffened ribs). Equilibrium state curves, peak load decline curves depending on initial imperfection values and the bifurcation surface were plotted.
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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 research has come up with newer design equation for calculating the buckling load of web tapered I columns. This novel equation could predict the buckling stress for any taper ratio of web tapered I column of any length.
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Pan, Li Cheng, and Deng Feng Wang. "Buckling of Thin-Walled Cylindrical Shells of Desulphurizing Tower under Wind Loading." Applied Mechanics and Materials 662 (October 2014): 147–52. http://dx.doi.org/10.4028/www.scientific.net/amm.662.147.
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On the project background of the large-scale thin-walled cylindrical shells of a practical desulphurizing absorption tower, the investigations are conducted into the buckling mode and buckling capacity of the large-scale thin-walled cylindrical shells under wind loading by nonlinear finite element methods. In the buckling path, it firstly presents the buckling mode similar to that of the stocky cylinder under uniform external radial compression. In the post-buckling stage, the snap-through takes place, the buckling mode turns to being similar to the axial compressive buckling mode of the medium-height cylinder that horizontal buckles occur in the upper half of the front area. The buckling capacity of the cylindrical shells of desulphurizing tower is some more than the linear elastic buckling pressure of the cylinder under uniform radial pressure.
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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 horizontal bar. Preventing buckling failure of the weld at the connection between the horizontal bar and the socket was critical to ensure the bearing capacity of the horizontal bar. Under the action of a shearing force, the wheel underwent buckling failure of the welding seam at the connection between the wheel and the vertical pole. With a decreasing number of connecting horizontal bars on the wheel, the shear capacity of the wheel decreased significantly. The shear failure mode of the sleeve was buckling failure. The connection weld did not undergo buckling failure during the load-bearing process, which was basically meeting the serviceability state. The failure of a single-layer vertical pole was typical with lateral displacement buckling, while the double-layer vertical pole did not undergo buckling with lateral displacement.
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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), radius-thickness ratio (R/T), boundary conditions on buckling load were explored. The analysis of cracked cylindrical shells with simple support on buckling load shows that the load bearing capacity of cracked cylindrical shells decreases with the increase of length- radius ratio, radius-thickness ratio and crack inclination angle. The increase of crack length can weaken the bearing capacity of cylindrical shell. The variation of elastic-plastic buckling load is consistent with that of elastic buckling load. Under the clamped support, the variation of buckling load is consistent with the buckling load of cracked cylindrical shell with simple support, and the buckling load of cracked cylindrical shell with clamped support is evidently higher than that of simple support. The post-buckling analysis further shows that the changes of crack inclination angle and crack length do not affect the variation modes of pre-buckling and post-buckling deformation of cracked cylindrical shells, but affect the load capacity. The relationship between buckling load of different boundary conditions (simply supported and clamp-supported) and geometrical parameters (length-radius ratio, radius-thickness ratio, crack length and crack Angle) was obtained by nonlinear regression. The results of solution can predict the buckling load of cylindrical shell with an inclined through crack.
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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 the neighboring region of welding imperfection. The buckling capacity varies significantly when the cutout position moves circumferentially as the cutout is located in the welding imperfection. The buckling capacity reaches the minimum value as the cutout is located in the buckle center of cylindrical shells without cutout.
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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 investigated by conducting a parametric study. Twelve different beam lengths were considered to obtain different non-dimensional slenderness ratios (λ LT) in this parametric study. The degraded buckling curves were obtained for each corrosion scenarios.
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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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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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Iman, Miftahul, Bambang Suhendro, Henricus Priyosulistyo, and Muslikh. "Experimental and numerical investigations on overall buckling of steel pipe truss with circular cutout on the compression element." MATEC Web of Conferences 258 (2019): 03013. http://dx.doi.org/10.1051/matecconf/201925803013.
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Pitting corrosion, an extremely localized corrosion that leads to the creation of small holes in metal when a protective coating is damaged could trigger structural failure in platform structures. A single pit in a critical point, especially in compression element, can cause a great deal of reduction in overall buckling capacity of the structure. This study aims to indicate the effect of a circular cutout, representing a pitting corrosion on overall buckling capacity of steel pipe truss structure subject to static loading. Five models of truss structure having a circular cutout on their compression elements had been tested experimentally up to failure. The truss structures were made of steel pipes and contain only 2 elements as representation of part of real platform. The single cutout were located at 0.5L, 0.25L and 0.125L, where L is the length of the compression element. Two models without cutout had been used as control models. The overall buckling capacity of the truss were compared to similar truss based on the element buckling of compression element. The experimental test results, represented by nonlinear load deflection curves and their associated critical loads as well as buckling modes, had been verified numerically by eigenvalue and geometric nonlinear finite element analyses utilizing 3D solid elements on ABAQUS. The results showed that: (a) in the truss model with various hole positions, the overall buckling loads were slightly higher than that of element buckling loads: (b) the presence of cutout reduced the overall buckling capacity of the structure, (c) the capacity reduction factors depend on the cutout locations and (d) the lowest capacity reduction factor of 0.882 was associated with the presence of cutout at the middle of compression element.
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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 of complex structure depends on none of these local modes. Based on mode energy discrimination criterion, the improved CIMM is introduced. Improved CIMM includes following steps. 1) Normalization of all buckling modes. 2) Summarization of each mode of strain energy. 3) Discrimination of global modes with peak strain energy. 4) Based on first few global modes, CIMM could be used to calculate buckling loads respectively. 5) Choose the smallest buckling load as the buckling capacity of structure.
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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 of PCFST was obtained by nonlinear regression analysis. The estimation equation that did not consider different buckling positions predicted the horizontal load bearing capacity with an error of approximately ±10% from the numerically analyzed values, but the estimation equation that took the different buckling positions into consideration could predict the horizontal bearing capacity to within a margin of error of about 5% from the numerical value by determining the buckling position in advance.
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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. Experimental values were compared with theoretical predictions for buckling capacity using the Euler equation. The behaviour of multiple-culm columns was shown to exhibit load redistribution and to mimic the sum of individual culm capacities rather than composite column behaviour. Stitching was shown to be beneficial in enforcing column geometry yet detrimental through introduction of lateral loading to culms. Finally, the apparent effective length factor K was shown to be closer to K=1 than to the value obtained from control tests of the designed end condition.
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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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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 with circular perforations under uniform shear stress were investigated using the incremental structural analysis program NISA83. Nonlinearities in material properties and geometry were taken into account in the calculation of ultimate capacities of each perforated shear plate.The parameters investigated in the study were hole size for a concentric hole and hole location for a constant hole size. Only single unreinforced round holes were considered. Three capacities were calculated for each variation of these parameters: the ultimate in-plane capacity, the elastic buckling capacity, and the ultimate elastic-plastic buckling capacity.In order to check the input data and to provide concise display of the results, a graphic postprocessor was developed as part of the research. The program NISPLOT uses colour graphics to generate plots of the nodes, element mesh, the deflected shape, and stress patterns of the loaded plates. The plots were reduced to black and white for this paper. Key words: girders, holes, steel, ultimate capacity, buckling.
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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 fully nonlinear numerical experiments. These multiple treatments suggest obtaining valuable information for the design of FRP-based hybrid structural elements and discusses influence of FRP to increase the load-carrying capacity of the thin-walled metallic structures having complex buckling collapse behavior. This paper also discusses how the angle of fiber orientation affects on the buckling strength and the associated buckling modes of the thin-walled shells.
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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 eccentricity and residual stress always buckles in the elastic-plastic range actually, and the design capacity decrease by shifting the working line of a T-section compression chord to the shear center. That peculiarity is verified by the nonlinear buckling analysis of T-struts models in ANSYS.
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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 structures (AS/NZS 4600:2005)’, ‘Supplementary rules for cold-formed members and sheeting(EN1993-1-3:2006)’, ‘North American specification for the design of cold-formed steel Structural Members(AISI-S100:2007)’, ‘Specification for the design of cold-formed steel structural members (AISI:1996)’ and ‘Technical code of cold-formed thin-walled steel structures’(GB50018-2002). The calculated results show that ‘Technical code of cold-formed thin-walled steel structures (GB50018-2002)’ and ‘Supplementary rules for cold-formed members and sheeting (EN1993-1-3:2006)’ are conservative and ‘Cold-formed steel structures (AS/NZS 4600:2005)’, ‘North American specification for the design of cold-formed steel Structural Members (AISI-S100:2007)’ and ‘Specification for the design of cold-formed steel structural members (AISI:1996)’ are unsafe. The elastic buckling stress of different lipped channel sections are predicted by finite strip program (CUFSM) and get the suggested calculation formula of plate buckling coefficient of flange according to regression Analysis. The calculated results using suggested plate buckling coefficient of flange are agree to test results.
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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 bending in one or two planes. Wherein deformational forces are assumed as actually acting forces, taking in consideration geometrical nonlinearity, and non-deformational forces are assumed as fictitious forces, compensating nonlinear material behavior and local buckling. The latter ones are considered to be the result of sequential symmetrical acting of two additional axial fictitious forces with one or two eccentricities on the elastic element. The first fictitious force compensates the initial stage of increase of plastic strains before element buckling, and the second one compensates local buckling and further increase of plastic strains in some part of element span after element buckling. The effect of the geometrical nonlinearity on internal forces is defined by «straight» unitless analytical solution of the problem, considering deformed state, using the elastic model of element compressed by actually acting and fictitious forces with their eccentricities. Evaluated internal forces are used in the reverse solution to define eccentricities of actually acting force on the ends of element. The proposed method has a sufficient accuracy for practical application and allows to reduce by orders the magnitude of computational time compared to numerical methods. The graphs showing how the post-buckling bearing capacity reduction coefficients depends on the value of the normalized strain of the most stressed fiber for some of the cross-sections most widely used in construction practice are presented.
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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 load were investigated. The results show that the buckling capacity is reduced when taking into account the material nonlinearity. Furthermore, the hybrid structure is highly imperfection sensitive and the reduction of the failure load due to imperfections can be considerable. The proper shape and scale of the imperfection are also important. It is also shown that there exists an optimal rise-to-span ratio resulting in a relatively high buckling capacity for a specific span. Moreover, the enlarging of the cross-section of steel beams notably improves the stability performance of the structure. However, the area and pre-stress of cables pose small effect on the structural stability.
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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 which enable determination of the critical resistance pRcr, the plastic resistance pRpl and buckling parameters a, b, h, l 0 needed to the definition of the standard buckling resistance curve. The determination of the buckling capacity curve for the particular class of spherical caps is the principal goal of this work. The method of determination of the critical pressure and the plastic resistance were described by the authors in [1] whereas the worst imperfection mode for the considered class of spherical shells was found in [2]. The determination of buckling parameters defining the buckling capacity curve for the whole class of shells is more complicated task. For this reason the authors focused their attention on spherical steel caps with the radius to thickness ratio of R/t = 500, the semi angle j = 30o and the boundary condition BC2 (the clamped supporting edge). Taking into account all imperfection forms considered in [2] and different amplitudes expressed by the multiple of the shell thickness, sets of buckling parameters defining the capacity curve were determined. These parameters were determined by the methods proposed by Rotter in [3] and [4] where the method of determination of the exponent h by means of additional parameter k was presented. As a result of the performed analyses the standard capacity curves for all considered imperfection modes and amplitudes 0.5t, 1.0t, 1.5t were obtained. Obtained capacity curves were compared with the recommendations for different fabrication quality classes formulated in [5].
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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 high accuracy, which could supply references for structural design.
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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 distance-height ratio has on the elastic flexural-torsional buckling loads of castellated beams and draw out some reduced calculation methods for the section's eigenvalues and elastic flexural-torsional buckling critical load of castellated beams.
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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 maximum of ultimate load-carrying capacity appeared when effective eccentricity was 0mm, and decreased with the increase of the value of effective eccentricity. Sections influence on load-carrying capacity under negative eccentric compression loading. Web stiffening can improve load-carrying capacity which the eccentricity near the web side. Sections influence on buckling modes. web stiffening can effectively avoid local buckling.
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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 initial gap between the column and lateral constraint on post-buckling response. Experiments are conducted over a wide range of column lengths and gap thicknesses and the load-deformation response including snap-through buckling loads, and buckling modes are measured and compared to model predictions. It is shown that the load capacity of thin composite columns can be increased to an upper bound governed by the membrane compressive strength of the column by using optimal constraint conditions.
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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 finite element models adopting simply supported boundary conditions and loads were applied as end moments. To acquire a large number of data, three varying parameters were considered namely, hybrid parameter ratio, that is, yield strength of flange steel to web steel (1.0, 1.3, 1.5 and 1.7); ratio of breadth to depth of the beam (4/6, 5/6, 6/6 and 7/6); and length of the beam (1.0, 2.5, 5.0, 10, 15, 20, 30, 40, 50 and 60 in m). The thickness of both the flanges and the webs were 2.5 mm. All these parameters alter the overall slenderness of the members. It is shown that at larger spans, Hybrid Double-I-Box Beams experience lateral buckling. The results obtained from the numerical studies were plotted on nondimensional moment versus nondimensional slenderness graph. These results were compared with the predictions using effective width method design rules specified in Euro codes EN 3-1-3 and buckling curve-d of EN 3-1-1, which was originally adopted lateral-torsional buckling capacities of hot-rolled steel ‘I’ sections, and the adequacy is checked. It was found that Hybrid Double-I-Box Beams has higher lateral-torsional buckling capacity than common ‘I’ or box sections. Hence, a new simplified design equation was proposed for determining lateral-torsional buckling capacity of Hybrid Double-I-Box Beams.
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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 is established and validated by the replication of peer-reviewed research. Then, the wind buckling analysis of the tank shell with harmonic settlement-induced imperfection is studied. Next, the effects of the harmonic settlement-induced imperfection (HSII) and the wind attack angle (WAA) on the wind buckling capacity are discussed. The results show that the effect of the HSII on the wind buckling capacity is complex. When the wind attack angle is the case of β=0°, the wind load capacities (λcig) with HSIIs decrease to 73.4% (wave number n=2), 37.5% (wave number n=3) and 41.3% (wave number n=4) of the non-settlement wind load capacity (λcg). Given that the case of β=0° is the basis, when the harmonic settlement level is low, such as settlement load No.1 and No.2, the biggest increase of wind buckling capacity is less than 20% with an exception; when the harmonic settlement level is high, such as settlement load No.3, No.4 and No.5, the biggest increase of wind buckling capacity is more than 40%, with a few exceptions.
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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–reloading history.In the present paper the developed numerical technique has been used to conduct a limited parametric investigation studying the effects of a column axial load on the interaction between beam tension and compression zones as reflected in the stability of symmetrical moment connections. Both quantitative and qualitative measurements have been obtained but, more importantly, the behaviour and capacity of symmetrical moment connections as governed by elastic–plastic buckling of the column web are examined. The paper concludes by emphasizing the necessity to reconsider the present specifications controlling the buckling capacity of the column web in connections since parameters such as those considered in the present paper may have significant effects on the plastic buckling capacity. Key words: symmetrical moment connections, plastic buckling, column web, finite element, axial load, beam depth.
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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 by numerical analysis methods; the possible failure modes and the influence of the end strengthening construction of double rectangular tube assembled buckling-restrained brace are also investigated, and a number of suggestions are proposed to improve this design. This study shows that the pinned double rectangular tube assembled buckling-restrained brace has four types of typical failure modes, namely, overall buckling failure, external end local pressure-bearing failure, bending failure of the extended strengthened core region and bolt threading failure. Rational design can prevent a buckling-restrained brace from losing its load-bearing capacity. In addition, compared with the end strengthening scheme with an external hoop, the end strengthening scheme with a strengthened bench can improve the load-bearing capacity of the double rectangular tube assembled buckling-restrained brace more effectively, and a reasonable design can also save materials.
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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 were built to testify the performance of lacing bars. To calculate the buckling load of latticed columns with imperfections accurately, advanced nonlinear analytical procedures using Newton-Raphson incremental-iterative method (ANAP-NR) and Risk arc-length incremental-iterative method (ANAP-Risk) were developed, and then validated by FE software ABAQUS. The current data in the paper show the maximum variation on the critical buckling load of latticed columns, caused by the cross-section area, the bending moment of inertia outer lacing plane, and the imperfections of lacing bars, could reach 68%, 30%, and 25%. The analytical results indicate the great importance of lacing bars on the buckling capacity of latticed columns.
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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 members with different aspect ratios and bearing length ratios. The CLT members all consisted of three layers. The thickness of the CLT members was 105 mm, the width ranged from 300 mm to 2100 mm, and the height ranged from 1400 mm to 3500 mm. It was found that the unloaded part of CLT served as constraints to the loaded part. The longer the unloaded part, the stronger the constraint was. The buckling capacity increased with the increase in bearing length ratios. An equivalent width method (EWM) was proposed; i.e., the partially loaded CLT member was replaced by a fully loaded member with an equivalent width, which can be determined by the proposed formulas. It was found that the proposed calculation method is reliable and simple to apply. This study supplies the missing calculation method for the buckling behavior of partially loaded CLT members and helps to promote the engineering application of CLT members.
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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 with the increase of steel ratio in composite sections. Composite beam element of ANSYS is adopted in the finite element analysis. The theoretical results are agreed well with test..
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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 shear strength of plate girders. To achieve this goal the critical buckling moment and ultimate shear strength of a plate girder were parametrically studied for a large number of geometries using a load case from an experimental study. The results of this parametric study clarified the effects of web slenderness, flange slenderness and span-to-depth ratio on the structural performance of a plate girder. The visualization of the results was used to identify the ranges of these geometric parameters where the structural performance is most sensitive to changing them.
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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. Comparative analysis was carried out based on the experimental observation and finite element prediction. Results show that the deformation of composite cylindrical shell under hydrostatic pressure included linear compression, buckling and post-buckling processes. The buckling behavior was a progressive evolution process which accounted for 20% of the load history, and strain reversal phenomenon generally occurred at the trough of the buckling wave. As for the postbuckling deformation, the load carrying capacity of the shell gradually decreased while the magnitude of strain continued increasing. Both the perfect and perforated composite cylindrical shells collapsed at the trough of the buckling wave. Comparing with the perfect shell, it was validated the reinforcement design could effectively ensure the load carrying capacity of the perforated composite cylindrical shell.
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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 finite element analysis. A new concept is proposed for subsea pipelines design that gives higher capacity than conventional pipelines.
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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.
Full textAbstract:
Finite element models (FE models) of high-strength steel Q420 (yield strength 420 MPa) circular tubes considering residual stresses and local and overall geometric imperfections were established and verified against existing test data. Based on parameter analysis, it was derived that the reduction of ultimate capacity resulting from residual stresses was up to 11.8%. When slenderness ratio was larger than 25, the effect of overall geometric imperfection played a major role compared with that of local geometric imperfection, which resulted in the reduction of the ultimate capacity of about 11.5%. Through tracking the failure process, it was found that, in the initial stage of loading, the deformation of columns mainly presents overall bending. When the load increased near the ultimate load, local buckling occurred and the bearing capacity decreased rapidly. The D/t limit value 27 was determined for preventing the local buckling, and the overall slenderness λl limit value 40 was proposed to distinguish whether local buckling occurs. Based on the FEM result and test data, the applicability of ASCE48-05 and AS4100 for local buckling resistance was evaluated. Continuing the result of stub columns, curve a in GB50017-2017 and in Eurocode 3 of the overall buckling factor φ was proposed to be used in EWM and DSM for estimating the interactive buckling resistance of circular tubes of Q420 under axial compression.
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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 of buckling of conical shells. The second approach assumes the critical wavelength, in view of the buckling mode profile detected from finite element analysis, as the distance between the inflection points of the elastic curve of the first buckling mode of a perfect tank. The third approach estimates the critical wavelength as double the distance between maximum and minimum points of the elastic curve. To determine the optimum wavelength that would lead to the minimum buckling capacity of the tank, the current study is conducted numerically by coupling a nonlinear finite element model, developed in house, and a direct search optimization technique. The results obtained from this numerical tool show good agreement with the first and the second approaches, which proves the adequacy of these two approaches in estimating the critical wavelength of the governing buckling mode, while the third approach yields a wavelength that overestimates the buckling capacity of the tank.
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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 equivalent uniform stress of the steel plate in the buckling area can reach yield stress and that steel can supply enough designing stress. Aiming at failure modes of square thin-walled CFST columns, a B-type section is proposed as an improvement scheme. Comparing the analysis results, the B-type section can address both the problems of corner collapse and steel plate buckling. This new type section can better make full use of the stress of the concrete material and the steel material; this type section can also increase the compression bearing capacity of the column.
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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.
Full textAbstract:
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 difficult problem of determining the buckling capacity of a spherical shell. In spite of the simple calculation algorithm for estimating the buckling capacity of spherical shells, the results obtained reflect extremely accurately the behavior of real spherical shells, regardless of their geometry and the material used to manufacture them.