Relevant bibliographies by topics / Buckling capacity

Academic literature on the topic 'Buckling capacity'

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Published: 4 June 2021
Last updated: 20 February 2023

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Journal articles on the topic "Buckling capacity"

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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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Dissertations / Theses on the topic "Buckling capacity"

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O'Neill, Leah. "Lateral-Torsional Buckling Capacity of Tapered-Flange Moment Frame Shapes." BYU ScholarsArchive, 2014. https://scholarsarchive.byu.edu/etd/5759.

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While moment frames are a popular lateral-force resisting system, their constant cross-section can lead to inefficiencies in energy absorption and stiffness. By tapering the flange width linearly toward the center of the beam length, the energy absorption efficiency can be increased, leading to a better elastic response from the beam and more elastic stiffness per pound of steel used. Lateral-torsional buckling is an important failure mode to be considered for tapered-flange moment frame shapes. No closed-form or finite element solutions have yet been developed for tapered-flange I-beams with a non-uniform, linear moment gradient and intermediate bracing conditions. In this study, finite element analysis is used to find the buckling stress of each W-shape in the AISC Steel Construction Manual with both a standard straight-flange and the proposed tapered-flange at several lengths and with three intermediate lateral bracing conditions (no bracing, mid-span bracing, and third-span bracing). Plots are generated for each shape at each bracing condition as the buckling stress versus length for both beams and columns. Overall, the results indicate that lateral-torsional buckling of tapered-flange I-beams is not a problem that would prohibit the wide-scale use of this configuration in moment frames. Also, the buckling capacity tapered-flange moment frame shapes can be reasonably estimated as 20% of the corresponding straight-flange moment frame shape.
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Sun, Miao. "Use of Material Tailoring to Improve Axial Load Capacity of Elliptical Composite Cylinders." Diss., Virginia Tech, 2006. http://hdl.handle.net/10919/29693.

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This study focuses on the improvement of the axial buckling capacity of elliptical composite cylinders through the use of a circumferentially-varying lamination sequence. The concept of varying the lamination sequence around the circumference is considered as a viable approach for off-setting the disadvantages of having the cylinder radius of curvature vary with circumferential position, the source of the reduced buckling capacity when compared to a circular cylinder with the same circumference. Post-buckling collapse behavior and material failure characteristics are also of interest. Two approaches to implementing a circumferential variation of lamination are examined. For the first approach the lamination sequence is varied in a stepwise fashion around the circumference. Specifically, each quadrant of the cylinder circumference is divided into three equal-length regions denoted as the crown, middle, and side regions. Eight different cylinders designs, whereby each region is constructed of either a quasi-isotropic or an axially-stiff laminate of equal thickness, are studied. Results are compared to the baseline case of an elliptical cylinder constructed entirely of a quasi-isotropic laminate. Since the thickness of the quasi-isotropic and axially-stiff laminates are the same, all cylinders weight the same and thus comparisons are meaningful. Improvements upwards of 18% in axial buckling capacity can be achieved with one particular stepwise design. The second approach considers laminations that vary circumferentially in a continuous fashion to mitigate the effects of the continuously-varying radius of curvature. The methodology for determining how to tailor the lamination sequence circumferentially is based on the analytical predictions of a simple buckling analysis for simply-supported circular cylinders. With this approach, axial buckling load improvements upwards of 30% are realized. Of all the cylinders considered, very few do not exhibit material failure upon collapse in the post-buckled state. Of those that do not, there is little, if any, improvement in bucking capacity. Results for the pre-buckling, buckling, post-buckling, and material failure are obtained from the finite-element code ABAQUS using both static and dynamic analyses. Studies with the code demonstrate that the results obtained are converged.
Ph. D.
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Qin, Yi. "Numerical analysis of inelastic local web buckling capacity of coped steel I-beam." Thesis, University of Macau, 2012. http://umaclib3.umac.mo/record=b2586272.

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Islam, Amjad, Stephen U. Nwokoli, and Tatek Debebe. "Bearing Capacity of I-Joists." Thesis, Linnéuniversitetet, Institutionen för teknik, TEK, 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-12703.

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This work deals with the bearing capacity of wood based I-joists Finite element models were analyzed to determine the bearing capacity of I-joists, using the finite element software Abaqus CAE. The purpose of this study is to compare the results from the developed FE-models with experimental results, and with a previously proposed design formula. To perform the analyses finite element models were created. The model consists of three parts:, the web (made of shell element), the flanges and steel plates used at the supports and loading points (made of solid elements) To determine the bearing capacity of the I-joist two types of analyses were performed, a linear buckling analysis to check the risk of web buckling and a static (stress) analysis to check the risk of splitting of the flanges. This study shows that the steel plate length, in some cases, has little or no impact on primarily the splitting load. Furthermore, the buckling load decreases as the depth of the beam increases, the influence of the depth being proportional to 1/h2. The depth of the beam has no impact on the risk of splitting of the flange.
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Al-Azzawi, Zaid Mohammed Kani. "Capacity of FRP strengthened steel plate girders against shear buckling under static and cyclic loading." Thesis, University of Edinburgh, 2016. http://hdl.handle.net/1842/25453.

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Civil engineers are presently faced with the challenge of strengthening and repairing many existing structures to assure or increase their structural safety. The reasons for this include changes in the use of structures, and increased traffic loads on bridges. In Iraq, for example, several highway bridges needed to accommodate increased axle load during the transportation of huge turbines for electricity generating stations. The requirement for structural strengthening and repair methods is, however, driven by the worldwide need to ensure the safety and sustainability of our aging infrastructure which is deteriorating at a rate faster than it can be renovated. The ever increasing damage caused by environmental effects and the corrosion of steel and deterioration of concrete, reduce structural safety and lead to disruption for the users, which can have serious economic consequences. In a plate girder bridge, the plate girders are typically I-beams made up from separate structural steel plates (rather than rolled as a single cross-section), which are welded or, in older bridges, bolted or riveted together to form the vertical web and horizontal flanges of the beam. The two primary functions of the web plate in a plate girder are to maintain a relative distance between the top and bottom flanges and to resist the induced shear stresses. In most practical ranges of plate girder bridges’ spans, the induced shear stresses are relatively low compared to the bending stresses in the flanges induced by flexure. As a result the web plate is generally chosen to be much thinner than the flanges. The web panel consequently buckles at a relatively low shear force. For steel girder structures dominated by cyclic loading, as is the case with repeated vehicle axle loads on bridges, this can lead to the so-called ‘breathing’ phenomenon; an out-of-plane buckling displacement that can induce high secondary bending stresses at the welded plate boundaries. In the current work, a novel FRP strengthening technique using bonded shapes is applied to resist these out of plane deformations, and hence reduce the breathing stresses, and improve the fatigue life of the plate girder which is very different to the majority of applications of FRP strengthening that exploit the FRP for its direct tensile strength and stiffness. The objective of the current experimental programme is to strengthen thinwalled steel girders against web shear buckling using a corrugated CFRP or GFRP panel bonded externally along the compression diagonal of the web plate. The programme was divided into three main phases, including: (1) the development of a new preformed corrugated FRP panel, and (2, 3) testing its performance in two main experimental series. The initial series involved tests on 13 steel plates strengthened with the proposed preformed corrugated FRP panel and subjected to in-plane shear loading using a specially manufactured “picture-frame” arrangement designed to induce the appropriate boundary conditions and stresses in the web plates. This initial test series investigated the performance of different forms of strengthening under static load, in preparation for another series of cyclic tests to investigate their fatigue performance. The test variables included FRP type (CFRP or GFRP), form of FRP (closed or open section), number of FRP layers, and orientation of GFRP fibres used to produce the FRP panel. In the second series, six specimens were manufactured to simulate the end panel of a plate girder. These were strengthened with the optimized FRP panel from the initial series and tested for shear buckling under repeated cyclic loading with a stress range 40-80% of the static ultimate capacity. A considerable increase in the stiffness of the strengthened specimens is evident in the observed reductions of the maximum out-of-plane displacement. The stiffness of the strengthened specimens is assessed to be increased by a factor ranging between 3 to 9 times the stiffness of the corresponding unstrengthened specimen, depending upon the type of the FRP panel used and the aspect ratio of the tested specimens. The breathing phenomena is also significantly reduced, consequently the surface, membrane and secondary bending stresses are reduced. The 45° strengthening scheme succeeded the best both in reducing the breathing stresses and increasing the ultimate shear capacity of the specimen by 88%. Fatigue analyses indicated that the proposed strengthening technique is able to considerably elongate the life expectancy of the strengthened plate girders by a factor ranging between 2.5 and 7 depending on the applied cyclic load amplitude. In addition, the proposed strengthening technique did not show any debonding or delamination under both static and cyclic loading which makes it a good candidate for strengthening thin-walled structural members, especially, when ductility is a concern. In fact, the proposed strengthening technique succeeded in improving the energy absorption capacity of the strengthened specimens by a factor ranging between 1.5 and 2.5 times the corresponding control specimen which means that the ductile failure type associated with shear buckling of steel plate girders is not only maintained, but it was improved as well. This type of ductile failure is not common in other types of FRP strengthening techniques. Finally, a geometrical and material non-linear finite element model is presented both for the steel and composite sections which showed very good correlation with test results and was capable of predicting both the strength and deformational behaviour of the tested specimens. This numerical model is used for a parametric study to support the proposed design method.
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Takeda, Hachirho. "A fundamental study on simplified analysis of buckling, load-carrying capacity and deformability of girders." 京都大学 (Kyoto University), 2004. http://hdl.handle.net/2433/131965.

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Venter, Simon Herman. "The effect of the adjacent span on the lateral-torsional buckling capacity of overhang beams." Diss., University of Pretoria, 2017. http://hdl.handle.net/2263/62800.

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Koen, Damien Joseph. "Structural Capacity of Light Gauge Steel Storage Rack Uprights." Thesis, The University of Sydney, 2008. http://hdl.handle.net/2123/3880.

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This report investigates the down-aisle buckling load capacity of steel storage rack uprights. The effects of discrete torsional restraints provided by the frame bracing in the cross-aisle direction is considered in this report. Since current theoretical methods used to predict the buckling capacity of rack uprights appear to be over-conservative and complex, this research may provide engineers an alternative method of design using detailed finite element analysis. In this study, the results from experimental testing of upright frames with K-bracing are compared to finite element predictions of displacements and maximum axial loads. The finite element analysis is then used to determine the buckling loads on braced and un-braced uprights of various lengths. The upright capacities can then be compared with standard design methods which generally do not accurately take into account the torsional resistance that the cross-aisle frame bracing provides to the upright. The information contained in this report would be beneficial to engineers or manufacturers who are involved in the design of rack uprights or other discretely braced complex light gauge steel members subject to axial loads.
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Koen, Damien Joseph. "Structural Capacity of Light Gauge Steel Storage Rack Uprights." University of Sydney, 2008. http://hdl.handle.net/2123/3880.

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Master of Engineering (Research)
This report investigates the down-aisle buckling load capacity of steel storage rack uprights. The effects of discrete torsional restraints provided by the frame bracing in the cross-aisle direction is considered in this report. Since current theoretical methods used to predict the buckling capacity of rack uprights appear to be over-conservative and complex, this research may provide engineers an alternative method of design using detailed finite element analysis. In this study, the results from experimental testing of upright frames with K-bracing are compared to finite element predictions of displacements and maximum axial loads. The finite element analysis is then used to determine the buckling loads on braced and un-braced uprights of various lengths. The upright capacities can then be compared with standard design methods which generally do not accurately take into account the torsional resistance that the cross-aisle frame bracing provides to the upright. The information contained in this report would be beneficial to engineers or manufacturers who are involved in the design of rack uprights or other discretely braced complex light gauge steel members subject to axial loads.
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Yuan, Zeng. "Advanced Analysis of Steel Frame Structures Subjected to Lateral Torsional Buckling Effects." Thesis, Queensland University of Technology, 2004. https://eprints.qut.edu.au/15980/1/Zeng_Yuan_Thesis.pdf.

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The current design procedure for steel frame structures is a two-step process including an elastic analysis to determine design actions and a separate member capacity check. This design procedure is unable to trace the full range of load-deflection response and hence the failure modes of the frame structures can not be accurately predicted. In recent years, the development of advanced analysis methods has aimed at solving this problem by combining the analysis and design tasks into one step. Application of the new advanced analysis methods permits a comprehensive assessment of the actual failure modes and ultimate strengths of structural steel systems in practical design situations. One of the advanced analysis methods, the refined plastic hinge method, has shown great potential to become a practical design tool. However, at present, it is only suitable for a special class of steel frame structures that is not subject to lateral torsional buckling effects. The refined plastic hinge analysis can directly account for three types of frame failures, gradual formation of plastic hinges, column buckling and local buckling. However, this precludes most of the steel frame structures whose behaviour is governed by lateral torsional buckling. Therefore, the aim of this research is to develop a practical advanced analysis method suitable for general steel frame structures including the effects of lateral-torsional buckling. Lateral torsional buckling is a complex three dimensional instability phenomenon. Unlike the in-plane buckling of beam-columns, a closed form analytical solution is not available for lateral torsional buckling. The member capacity equations used in design specifications are derived mainly from testing of simply supported beams. Further, there has been very limited research into the behaviour and design of steel frame structures subject to lateral torsional buckling failures. Therefore in order to incorporate lateral torsional buckling effects into an advanced analysis method, a detailed study must be carried out including inelastic beam buckling failures. This thesis contains a detailed description of research on extending the scope of advanced analysis by developing methods that include the effects of lateral torsional buckling in a nonlinear analysis formulation. It has two components. Firstly, distributed plasticity models were developed using the state-of-the-art finite element analysis programs for a range of simply supported beams and rigid frame structures to investigate and fully understand their lateral torsional buckling behavioural characteristics. Nonlinear analyses were conducted to study the load-deflection response of these structures under lateral torsional buckling influences. It was found that the behaviour of simply supported beams and members in rigid frame structures is significantly different. In real frame structures, the connection details are a decisive factor in terms of ultimate frame capacities. Accounting for the connection rigidities in a simplified advanced analysis method is very difficult, but is most critical. Generally, the finite element analysis results of simply supported beams agree very well with the predictions of the current Australian steel structures design code AS4100, but the capacities of rigid frame structures can be significantly higher compared with Australian code predictions. The second part of the thesis concerns the development of a two dimensional refined plastic hinge analysis which is capable of considering lateral torsional buckling effects. The formulation of the new method is based on the observations from the distributed plasticity analyses of both simply supported beams and rigid frame structures. The lateral torsional buckling effects are taken into account implicitly using a flexural stiffness reduction factor in the stiffness matrix formulation based on the member capacities specified by AS4100. Due to the lack of suitable alternatives, concepts of moment modification and effective length factors are still used for determining the member capacities. The effects of connection rigidities and restraints from adjacent members are handled by using appropriate effective length factors in the analysis. Compared with the benchmark solutions for simply supported beams, the new refined plastic hinge analysis is very accurate. For rigid frame structures, the new method is generally more conservative than the finite element models. The accuracy of the new method relies on the user's judgement of beam segment restraints. Overall, the design capacities in the new method are superior to those in the current design procedure, especially for frame structures with less slender members. The new refined plastic hinge analysis is now able to capture four types of failure modes, plastic hinge formation, column buckling, local buckling and lateral torsional buckling. With the inclusion of lateral torsional buckling mode as proposed in this thesis, advanced analysis is one step closer to being used for general design practice.
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Books on the topic "Buckling capacity"

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Larry, Sobel, and Langley Research Center, eds. Novel composites for wing and fuselage applications: Speedy Nonlinear Analysis of Postbuckled Panels in Shear (SNAPPS) : under contract NAS1-18784. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1997.

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Larry, Sobel, and Langley Research Center, eds. Novel composites for wing and fuselage applications: Speedy Nonlinear Analysis of Postbuckled Panels in Shear (SNAPPS) : under contract NAS1-18784. Hampton, Va: National Aeronautics and Space Administration, Langley Research Center, 1997.

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Book chapters on the topic "Buckling capacity"

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Pham, Ngoc Hieu. "Investigation of Sectional Capacities of Cold-Formed Steel SupaCee Sections." In Lecture Notes in Civil Engineering, 82–94. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-1260-3_8.

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AbstractSupaCee section is formed by adding stiffeners in the web of the channel section, and it has been illustrated to be more stable and innovative than the traditional channel section. The member capacity comparisons between such two section members investigated in a companion paper showed that SupaCee was significantly beneficial for small and thin section members, but the reductions of global buckling strengths of SupaCee section members led to the lower capacities for long members compared to those of channel section members. These reductions can be prevented by using full bracing systems to avoid global buckling; this allows member capacities to reach sectional capacities. This paper, therefore, presents a study on sectional capacities of cold-formed steel SupaCee sections under compression or bending in comparison with those of channel sections.
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Kaveh, Ali, and Armin Dadras Eslamlou. "Optimum Stacking Sequence Design of Composite Laminates for Maximum Buckling Load Capacity." In Metaheuristic Optimization Algorithms in Civil Engineering: New Applications, 9–50. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-45473-9_2.

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Rodriguez, Mario E., and Marcelo Iñiguez. "Drift Capacity at Onset of Bar Buckling in RC Members Subjected to Earthquakes." In Concrete Structures in Earthquake, 185–200. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-13-3278-4_12.

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Shukur, Samer, and Magdi Mohareb. "Elastic Lateral-Torsional Buckling Capacity of Wide Flange Beams with End Warping Restraints." In Lecture Notes in Civil Engineering, 557–68. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-0511-7_47.

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Soykasap, Ömer, and Şükrü Karakaya. "Structural Optimization of Laminated Composite Plates for Maximum Buckling Load Capacity Using Genetic Algorithm." In Advances in Fracture and Damage Mechanics VI, 725–28. Stafa: Trans Tech Publications Ltd., 2007. http://dx.doi.org/10.4028/0-87849-448-0.725.

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Li, Z., H. Pasternak, J. Wang, B. Launert, and T. Krausche. "Bending capacity of single and double-sided welded I-section girders: Part 2: Simplified welding simulation and buckling analysis." In Current Perspectives and New Directions in Mechanics, Modelling and Design of Structural Systems, 981–87. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003348443-160.

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Li, Z., H. Pasternak, J. Wang, B. Launert, and T. Krausche. "Bending capacity of single and double-sided welded I-section girders: Part 2: Simplified welding simulation and buckling analysis." In Current Perspectives and New Directions in Mechanics, Modelling and Design of Structural Systems, 341–42. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003348450-160.

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Błażejewski, P., and J. Marcinowski. "Buckling capacity curves for pressurized spherical shells." In Metal Structures 2016, 401–6. CRC Press, 2016. http://dx.doi.org/10.1201/b21417-55.

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"Effect of local buckling of core plates on cumulative deformation capacity in buckling restrained braces." In Behaviour of Steel Structures in Seismic Areas, 627–34. CRC Press, 2012. http://dx.doi.org/10.1201/b11396-94.

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"Elastic shear buckling capacity of the longitudinally stiffened flat panels." In Analysis and Design of Marine Structures V, 477–86. CRC Press, 2015. http://dx.doi.org/10.1201/b18179-62.

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Conference papers on the topic "Buckling capacity"

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Abed, Farid, and Fadia Ajjan. "Buckling capacity of pretwisted universal beam sections." In 2018 Advances in Science and Engineering Technology International Conferences (ASET). IEEE, 2018. http://dx.doi.org/10.1109/icaset.2018.8376767.

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ORTLEPP, O., F. WERNER, and P. OSTERRIEDER. "PRACTICAL BUCKLING CAPACITY CURVE FOR COUPLED INSTABILITIES OF PLATES." In Proceedings of the Third International Conference. PUBLISHED BY IMPERIAL COLLEGE PRESS AND DISTRIBUTED BY WORLD SCIENTIFIC PUBLISHING CO., 2000. http://dx.doi.org/10.1142/9781848160095_0014.

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Paschero, Maurizio, and Michael Hyer. "Improvement of Axial Buckling Capacity of Elliptical Lattice Cylinders." In 51st AIAA/ASME/ASCE/AHS/ASC Structures, Structural Dynamics, and Materials Conference
18th AIAA/ASME/AHS Adaptive Structures Conference
12th. Reston, Virigina: American Institute of Aeronautics and Astronautics, 2010. http://dx.doi.org/10.2514/6.2010-2703.

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Andrews, Blake M., Larry A. Fahnestock, and Junho Song. "Ductility Capacity Models for Buckling-Restrained Braces Using a Bayesian Methodology." In Structures Congress 2008. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/41016(314)201.

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Igi, Satoshi, Mitsuru Ohata, Takahiro Sakimoto, Junji Shimamura, and Kenji Oi. "Buckling and Tensile Strain Capacity of Girth Welded 48″ X80 Pipeline." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10994.

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This paper presents the experimental and analytical results focused on the compressive and tensile strain capacity of X80 linepipe. A full-scale bending test of girth welded 48″ OD X80 linepipes was conducted to investigate the compressive strain limit regarding to the local buckling and tensile strain limit regarding to the girth weld fracture. As for the compressive buckling behavior, one large developing wrinkle and some small wrinkles on the pipe surface were captured relatively well from observation and strain distribution measurement after pipe reaches its endurable maximum bending moment. The tensile strain limit is discussed from the viewpoint of competition of two fracture phenomena: ductile crack initiation / propagation from an artificial notch at the HAZ of the girth weld, and strain concentration and necking / rupture in the base material. The ductile crack growth behavior from the girth weld notch is simulated by FE-analysis based on the proposed damage model, and compared with the experimental results. In this report, it is also demonstrated that the simulation model can be applicable to predicting ductile crack growth behaviors from a circumferentially notched girth welded pipe with internal high pressure subjected to post-buckling loading.
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Fatemi, Ali, Shawn Kenny, Millan Sen, Joe Zhou, Farid Taheri, and Mike Paulin. "Parameters Affecting the Buckling and Post-Buckling Behaviour of High Strength Pipelines." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79578.

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Using the finite element methods, a parametric study was conducted to examine the influence of pipeline diameter, internal pressure, girth weld offset misalignment amplitude and modeled length on the local buckling of high strength pipelines. The numerical procedures were calibrated from full-scale tests on high strength pipelines subject to internal pressure and end rotation. The peak moment decreased with increasing pressure and girth weld offset misalignment amplitude. The limit curvature increased with increasing pressure and decreased with increasing girth weld offset misalignment amplitude. The effect of reducing the modeled pipeline segment length, from 5.5 D to 3.5 D, was to increase the limit curvature at the peak moment and to delay the onset of nonlinear ovalization response to higher curvature amplitudes. The influence of girth weld offset misalignment on the local buckling response was examined in terms of a strain capacity reduction parameter known as the girth weld factor. This study has determined current practice, based on DNV OS-F101 standard, was appropriate; moreover, the potential for reduction in this conservative approach is identified.
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Mashayekh, Adel, Lachezar Handzhiyski, and Stephen K. Harris. "Finite element analyses of a buckling-restrained pile." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.1462.

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<p>In existing building renovation projects, the strength of the structure is often limited by the capacity of existing foundations. Foundation strengthening typically consists of expanding existing footings and/or adding piles to supplement load-carrying capacity. These traditional methods are generally not feasible for the retrofit of mat foundations where increasing the mat footprint is unlikely to reduce bearing pressure considerably and adding piles outside the mat will change the distribution of internal stresses and may affect the long-term differential settlement behaviour of the structure.</p><p>This paper presents finite element analyses that were performed as part of the development of a new approach to retrofitting mat foundations which consists of enlarging the footprint of the existing mat and adding piles that include an innovative axial capacity-limiting mechanism. The maximum resistance provided by these piles to the existing foundation can be tuned to not exceed the maximum connection capacity that can be achieved at the interface between the existing mat and the new mat extension. The proposed design is unique in that the pile axial load is limited even under significant potential settlements experienced by the rest of the building foundation.</p>
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Mashayekh, Adel, Lachezar Handzhiyski, and Stephen K. Harris. "Finite element analyses of a buckling-restrained pile." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.1462.

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<p>In existing building renovation projects, the strength of the structure is often limited by the capacity of existing foundations. Foundation strengthening typically consists of expanding existing footings and/or adding piles to supplement load-carrying capacity. These traditional methods are generally not feasible for the retrofit of mat foundations where increasing the mat footprint is unlikely to reduce bearing pressure considerably and adding piles outside the mat will change the distribution of internal stresses and may affect the long-term differential settlement behaviour of the structure.</p><p>This paper presents finite element analyses that were performed as part of the development of a new approach to retrofitting mat foundations which consists of enlarging the footprint of the existing mat and adding piles that include an innovative axial capacity-limiting mechanism. The maximum resistance provided by these piles to the existing foundation can be tuned to not exceed the maximum connection capacity that can be achieved at the interface between the existing mat and the new mat extension. The proposed design is unique in that the pile axial load is limited even under significant potential settlements experienced by the rest of the building foundation.</p>
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Iijima, Toru, Kenichi Suzuki, Takashi Okafuji, Hideyuki Morita, and Ryo Fujimoto. "The Ultimate Strength of Cylindrical Liquid Storage Tanks Under Earthquakes: Seismic Capacity Test of Tanks Used in PWR Plants — Part 2, Static Post-Buckling Strength Tests." In ASME 2008 Pressure Vessels and Piping Conference. ASMEDC, 2008. http://dx.doi.org/10.1115/pvp2008-61953.

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Since 2002, Japan Nuclear Energy Safety Organization (JNES) has been carrying out seismic capacity tests for several types of equipment which significantly contribute to core damage frequency. The primary purpose of this study is to acquire the seismic capacity data of thin walled cylindrical liquid storage tanks in nuclear power plants and to establish an evaluation procedure of the ultimate strength. As for the refueling water storage tank and the condensate storage tank which are used in PWR plants, elephant-foot bulge (EFB) is the typical buckling behavior of those tanks and the primary failure mode to be focused on. In the previous study, by conducting the dynamic and static buckling tests with aluminum alloy, it was confirmed that static buckling test represents dynamic buckling and post-buckling behavior in terms of energy absorption capacity. In this study, static buckling tests with actual material were performed in order to evaluate the ultimate strength of real tanks. Although the buckling mode did not differ among materials, tests with actual materials (steel, stainless steel) resulted higher seismic capacity compared to the aluminum alloy, and inner water leakage occurred from the cracks initiated at the secondary buckling on the EFB section.
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Sun, Miao, and Michael Hyer. "Use of Material Tailoring to Improve Buckling Capacity of Elliptical Composite Cylinders." In 48th AIAA/ASME/ASCE/AHS/ASC Structures, Structural Dynamics, and Materials Conference. Reston, Virigina: American Institute of Aeronautics and Astronautics, 2007. http://dx.doi.org/10.2514/6.2007-2353.

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Reports on the topic "Buckling capacity"

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Bathon, Leander. Probabilistic Determination of Failure Load Capacity Variations for Lattice Type Structures Based on Yield Strength Variations including Nonlinear Post-Buckling Member Performance. Portland State University Library, January 2000. http://dx.doi.org/10.15760/etd.1224.

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Trim, M., Matthew Murray, and C. Crane. Modernization and structural evaluation of the improved Overhead Cable System. Engineer Research and Development Center (U.S.), March 2021. http://dx.doi.org/10.21079/11681/40025.

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A modernized Overhead Cable System prototype for a 689 ft (210 m) Improved Ribbon Bridge crossing was designed, assembled, and structurally tested. Two independent structural tests were executed, i.e., a component-level compression test of the BSS tower was performed to determine its load capacity and failure mode; and a system-level ‘dry’ test of the improved OCS prototype was conducted to determine the limit state and failure mode of the entire OCS. In the component-level compression test of the BSS tower, the compressive capacity was determined to be 102 kips, and the failure mode was localized buckling in the legs of the tower section. During system-level testing, the prototype performed well up to 40.5 kips of simulated drag load, which corresponds to a uniformly distributed current velocity of 10.7 ft/s. If a more realistic, less conservative parabolic velocity distribution is assumed instead, the drag load for an 11 ft/s current is 21.1 kips. Under this assumption, the improved OCS prototype has a factor of safety of 1.9, based on a 689-ft crossing and 11-ft/s current. The OCS failed when one of the tower guy wires pulled out of the ground, causing the tower to overturn.
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TEST ON RESILIENCE CAPACITY OF SELF-CENTERING BUCKLING RESTRAINED BRACE WITH DISC SPRINGS. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.156.

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The properly constructed buckling restrained braces (BRBs) usually have good ductility and energy dissipation capacity and therefore can be used in braced steel frames. However, large residual plastic deformation of the BRBs deteriorates their resilience capacity and hence results in large residual deformation of the buckling restrained braced steel frames (BRBFs) under large drifts. To reduce the residual deformation of BRB while keeping good ductility and energy dissipation capacity, a new self-centering buckling restrained brace (SCBRB), letting both BRB part and self-centering part work in parallel, is proposed. The self-centering capacity of SCBRB is provided by a combination of pre-compressed disc springs, which provides restoring forces and facilitates reduction of the residual deformation of the BRB. The BRB is composed of a core steel plate brace, a restraining member formed by the circular steel tube filled with mortar, and debonding materials between them. By quasi-static tests, one self-centering buckling restrained brace specimen (SCBRB) and one pure BRB specimen were tested to mainly examine the constructional details and hysteretic behavior of SCBRB. The material and configuration details of core steel plate brace in both the SCBRB and the pure BRB are the same for comparison. The test results show that, compared with the pure BRB which still exhibits large residual deformation, the SCBRB presents a flag-shape hysteretic performance and its residual deformation decreases significantly. The hysteretic curves of both the SCBRB and the pure BRB are stable before tension fracture of plate brace due to low cyclic fatigue, and the other components remained intact.
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AXIAL RESIDUAL CAPACITY OF CIRCULAR CONCRETE-FILLED STEEL TUBE STUB COLUMNS CONSIDERING LOCAL BUCKLING. The Hong Kong Institute of Steel Construction, September 2018. http://dx.doi.org/10.18057/ijasc.2018.14.3.11.

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STUDY ON LOCAL BEARING CAPACITY OF COMPOSITE I-GIRDER WITH CONCRETE -FILLED TUBULAR FLANGE AND CORRUGATED WEB. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.331.

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Experimental tests on three composite straight girders and three composite curved girders are carried out to study the local bearing capacity of new composite I-girders with concrete -filled tubular flange and corrugated web (IG-CFTF-CW). The failure modes and the load carrying capacity of the new composite girders under local compressive load are studied. Experimental results show that one of the new composite straight girders failed in web buckling and the other two failed in web yielding. All the three new composite curved girders failed in elastic buckling in the web. The concrete-filled tubular flange (CFTF) can effectively increase the effective bearing length of corrugated web (CW) and the lateral stiffness and the local bearing capacity of the composite girders.
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LOAD-CARRYING CAPACITY OF DAMAGED STEEL GIRDER. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.227.

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A steel girder bridge over a highway was found damaged by a truck running underneath. The collision damage in the girder was mainly the deformation of the lower flange and the bent of the web plate, but the buckling of the transverse stiffener and the separation of the transverse stiffener from the web were also noted. The influence of the damage on the safety of the bridge had to be evaluated, and yet the load-carrying capacity of a girder damaged by collision has not been investigated very much. In the present study, based on the data obtained from this bridge, the load-carrying capacity of the deformed girder is studied. To be specific, the deformation of the main girder due to collision is reproduced by the finite element analysis and the damaged steel girder is loaded to evaluate the loadcarrying capacity. The result indicates that the collision damage of the girder deformation, even if quite large, would not necessarily threaten the safety of the bridge.
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LOCAL BUCKLING (WRINKLING) OF PROFILED METAL-FACED INSULATING SANDWICH PANELS – A PARAMETRIC STUDY. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.248.

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This study aims to investigate the effects of various parameters including the height of the profiling region, spacing of profiling ribs, length of the panel, thickness and modulus of the foam core, and thickness of the profiled face sheet, on the local buckling capacity of profiled metal faced insulating sandwich panels. A simplified finite element (FE) modeling approach that models the profiled face sheet as a folded plate structure resting on elastic foundation is adopted. This modeling approach was validated through comparison with tests results and 3D FE modeling of the entire sandwich structure in a previous study conducted by the authors. The two-parameter elastic foundation properties are determined using a modified nonlinear Vlasov foundation model. The results show that all the above-mentioned parameters play important roles in controlling the buckling capacity of the panel. However, the slenderness ratio of the panel is the most dominant parameter among all. Understanding the influence of each of the aforementioned parameters aids in the design process of such panels and provides insight into their local buckling response.
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EXPERIMENTAL STUDY ON BEHAVIOR OF THE GUSSET-PLATE JOINT OF ALUMINUM ALLOY PORTAL FRAME. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.257.

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"The aluminum alloy portal frames are increasingly being used for lightweight building construction. This paper investigated the flexural behavior of the bolted gusset-plate joint applied in the beam-beam connection of aluminum alloy portal frames. Bending tests were conducted on 3 aluminum alloy bolted gusset-plate joints. The failure phenomenon indicated that the thin plate joint failed by the buckling of gusset plates, while the thick plate joint failed by the buckling of sleeves. The momentrotation curves showed that thickening the gusset plate can effectively prevent the buckling of gusset plates and increase the flexural capacity and bending stiffness of joints. In addition, the longitudinal spacing of bolts has a significant influence on the joint stiffness but has no obvious influence on the bearing capacity of the joint. The stress on the two gusset plates of the joint was uneven, which led to the decline of bearing performance of thin plate joints."
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EXPERIMENTAL BEHAVIOR AND DESIGN OF RECTANGULAR CONCRETE-FILLED TUBULAR BUCKLING-RESTRAINED BRACES. The Hong Kong Institute of Steel Construction, December 2021. http://dx.doi.org/10.18057/ijasc.2021.17.4.5.

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This paper proposes a new design method for concrete-filled tubular buckling-restrained braces (CFT-BRBs) by incorporating the confinement effect on pre-buckling rigidity. A series of experiments are performed to investigate the effects of concrete strength and sectional dimension on the initial stiffness, ultimate strength, and energy dissipation behaviors. Experimental results indicate that the confined concrete plays an important role in the energy dissipating capacity of CFT-BRBs. On the other hand, the sectional dimensions of the steel tube and core are influential factors governing the ultimate failure modes of CFT-BRBs. The findings in study provide technical supports to optimize the design methods for ductile seismic performance of CFT-BRBs in low-rise and high-rise steel buildings.
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EFFICIENCY OF DIFFERENT CONNECTIONS ON THE BEHAVIOUR OF COLD-FORMED SINGLE-ANGLE STEEL MEMBERS CONNECTED THROUGH ONE LEGUNDER AXIAL LOADING. The Hong Kong Institute of Steel Construction, September 2022. http://dx.doi.org/10.18057/ijasc.2022.18.3.10.

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A detailed experimental program was performed using 36 cold-formed steel (CFS) single-angle column members attached by one leg was investigated subjected to axial compression loads. The key purpose of this research is to investigate the effect of slenderness ratio and different connection types on the load-carrying capacity of CFS angle sections under axial compression. The parameters investigated via the test program includes (a) angle sections with and without lipped profile, (b) sectional thicknesses (2 mm and 3mm), (c) slenderness ratios (λ = 20, 50, 80) from short to slender columns, and (d) type of connections i.e. two-bolt, three-bolt and welded connections. Results shown that the angle sections had a significant reduction in the load-carrying capacity when the slenderness ratio was increased from 20 to 80. Moreover, the mode of failure for short columns was changed from local buckling mode to combined local and flexural buckling for intermediate columns (λ = 50) and torsional-flexural buckling mode for long columns (λ = 80). Also, a detailed analytical study was carried out comparing the predictability of existing equations from different standards for angle sections under axial compression.
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