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buckling</title> <meta name="description" content="Search results for: dynamic buckling"> <meta name="keywords" content="dynamic buckling"> <meta name="viewport" content="width=device-width, initial-scale=1, minimum-scale=1, maximum-scale=1, user-scalable=no"> <meta charset="utf-8"> <link href="https://cdn.waset.org/favicon.ico" type="image/x-icon" rel="shortcut icon"> <link href="https://cdn.waset.org/static/plugins/bootstrap-4.2.1/css/bootstrap.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/plugins/fontawesome/css/all.min.css" rel="stylesheet"> <link href="https://cdn.waset.org/static/css/site.css?v=150220211555" rel="stylesheet"> </head> <body> <header> <div class="container"> <nav class="navbar navbar-expand-lg navbar-light"> <a class="navbar-brand" href="https://waset.org"> <img src="https://cdn.waset.org/static/images/wasetc.png" alt="Open Science Research Excellence" title="Open Science Research Excellence" /> </a> <button class="d-block d-lg-none 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action="https://publications.waset.org/abstracts/search"> <div id="custom-search-input"> <div class="input-group"> <i class="fas fa-search"></i> <input type="text" class="search-query" name="q" placeholder="Author, Title, Abstract, Keywords" value="dynamic buckling"> <input type="submit" class="btn_search" value="Search"> </div> </div> </form> </div> </div> <div class="row mt-3"> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Commenced</strong> in January 2007</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Frequency:</strong> Monthly</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Edition:</strong> International</div> </div> </div> <div class="col-sm-3"> <div class="card"> <div class="card-body"><strong>Paper Count:</strong> 4095</div> </div> </div> </div> <h1 class="mt-3 mb-3 text-center" style="font-size:1.6rem;">Search results for: dynamic buckling</h1> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4095</span> Numerical Study of Dynamic Buckling of Fiber Metal Laminates's Profile</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Monika%20Kamocka">Monika Kamocka</a>, <a href="https://publications.waset.org/abstracts/search?q=Radoslaw%20Mania"> Radoslaw Mania</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The design of Fiber Metal Laminates - combining thin aluminum sheets and prepreg layers, allows creating a hybrid structure with high strength to weight ratio. This feature makes FMLs very attractive for aerospace industry, where thin-walled structures are commonly used. Nevertheless, those structures are prone to buckling phenomenon. Buckling could occur also under static load as well as dynamic pulse loads. In this paper, the problem of dynamic buckling of open cross-section FML profiles under axial dynamic compression in the form of pulse load of finite duration is investigated. In the numerical model, material properties of FML constituents were assumed as nonlinear elastic-plastic aluminum and linear-elastic glass-fiber-reinforced composite. The influence of pulse shape was investigated. Sinusoidal and rectangular pulse loads of finite duration were compared in two ways, i.e. with respect to magnitude and force pulse. The dynamic critical buckling load was determined based on Budiansky-Hutchinson, Ari Gur, and Simonetta dynamic buckling criteria. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=dynamic%20buckling" title="dynamic buckling">dynamic buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=dynamic%20stability" title=" dynamic stability"> dynamic stability</a>, <a href="https://publications.waset.org/abstracts/search?q=Fiber%20Metal%20Laminate" title=" Fiber Metal Laminate"> Fiber Metal Laminate</a>, <a href="https://publications.waset.org/abstracts/search?q=Finite%20Element%20Method" title=" Finite Element Method"> Finite Element Method</a> </p> <a href="https://publications.waset.org/abstracts/97234/numerical-study-of-dynamic-buckling-of-fiber-metal-laminatess-profile" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/97234.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">193</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4094</span> Interaction of Local, Flexural-Torsional, and Flexural Buckling in Cold-Formed Steel Lipped-Angle Compression Members</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=K.%20C.%20Kalam%20Aswathy">K. C. Kalam Aswathy</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20V.%20Anil%20Kumar"> M. V. Anil Kumar</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The possible failure modes of cold-formed steel (CFS) lipped angle (LA) compression members are yielding, local, flexural-torsional, or flexural buckling, and any possible interaction between these buckling modes. In general, the strength estimated by current design guidelines is conservative for these members when flexural-torsional buckling (FTB) is the first global buckling mode, as the post-buckling strength of this mode is not accounted for in the global buckling strength equations. The initial part of this paper reports the results of an experimental and numerical study of CFS-LA members undergoing independent FTB. The modifications are suggested to global buckling strength equations based on these results. Subsequently, the reduction in the ultimate strength from strength corresponding to independent buckling modes for LA members undergoing interaction between buckling modes such as local-flexural torsional, flexural-flexural torsional, local-flexural, and local-flexural torsional-flexural are studied systematically using finite element analysis results. A simple and more accurate interaction equation that accounts for the above interactions between buckling modes in CFS-LA compression members is proposed. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling%20interactions" title="buckling interactions">buckling interactions</a>, <a href="https://publications.waset.org/abstracts/search?q=cold-formed%20steel" title=" cold-formed steel"> cold-formed steel</a>, <a href="https://publications.waset.org/abstracts/search?q=flexural-torsional%20buckling" title=" flexural-torsional buckling"> flexural-torsional buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=lipped%20angle" title=" lipped angle"> lipped angle</a> </p> <a href="https://publications.waset.org/abstracts/172729/interaction-of-local-flexural-torsional-and-flexural-buckling-in-cold-formed-steel-lipped-angle-compression-members" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/172729.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">87</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4093</span> Vibration and Parametric Instability Analysis of Delaminated Composite Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=A.%20Szekr%C3%A9nyes">A. Szekrényes</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper revisits the free vibration problem of delaminated composite beams. It is shown that during the vibration of composite beams the delaminated parts are subjected to the parametric excitation. This can lead to the dynamic buckling during the motion of the structure. The equation of motion includes time-dependent stiffness and so it leads to a system of Mathieu-Hill differential equations. The free vibration analysis of beams is carried out in the usual way by using beam finite elements. The dynamic buckling problem is investigated locally, and the critical buckling forces are determined by the modified harmonic balance method by using an imposed time function of the motion. The stability diagrams are created, and the numerical predictions are compared to experimental results. The most important findings are the critical amplitudes at which delamination buckling takes place, the stability diagrams representing the instability of the system, and the realistic mode shape prediction in contrast with the unrealistic results of models available in the literature. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=delamination" title="delamination">delamination</a>, <a href="https://publications.waset.org/abstracts/search?q=free%20vibration" title=" free vibration"> free vibration</a>, <a href="https://publications.waset.org/abstracts/search?q=parametric%20excitation" title=" parametric excitation"> parametric excitation</a>, <a href="https://publications.waset.org/abstracts/search?q=sweep%20excitation" title=" sweep excitation"> sweep excitation</a> </p> <a href="https://publications.waset.org/abstracts/47603/vibration-and-parametric-instability-analysis-of-delaminated-composite-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/47603.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">345</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4092</span> Lateral Torsional Buckling of Steel Thin-Walled Beams with Lateral Restraints</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ivan%20Bal%C3%A1zs">Ivan Balázs</a>, <a href="https://publications.waset.org/abstracts/search?q=Jind%C5%99ich%20Melcher"> Jindřich Melcher</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Metal thin-walled members have been widely used in building industry. Usually they are utilized as purlins, girts or ceiling beams. Due to slenderness of thin-walled cross-sections these structural members are prone to stability problems (e.g. flexural buckling, lateral torsional buckling). If buckling is not constructionally prevented their resistance is limited by buckling strength. In practice planar members of roof or wall cladding can be attached to thin-walled members. These elements reduce displacement of thin-walled members and therefore increase their buckling strength. If this effect is taken into static assessment more economical sections of thin-walled members might be utilized and certain savings of material might be achieved. This paper focuses on problem of determination of critical load of steel thin-walled beams with lateral continuous restraint which is crucial for lateral torsional buckling assessment. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=beam" title="beam">beam</a>, <a href="https://publications.waset.org/abstracts/search?q=buckling" title=" buckling"> buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=numerical%20analysis" title=" numerical analysis"> numerical analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=stability" title=" stability"> stability</a>, <a href="https://publications.waset.org/abstracts/search?q=steel" title=" steel"> steel</a> </p> <a href="https://publications.waset.org/abstracts/31094/lateral-torsional-buckling-of-steel-thin-walled-beams-with-lateral-restraints" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/31094.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">330</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4091</span> Comparative Study of Numerical and Analytical Buckling Analysis of a Steel Column with Various Slenderness Ratios</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Lahlou%20Dahmani">Lahlou Dahmani</a>, <a href="https://publications.waset.org/abstracts/search?q=Warda%20Mekiri"> Warda Mekiri</a>, <a href="https://publications.waset.org/abstracts/search?q=Ahmed%20Boudjemia"> Ahmed Boudjemia</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This scientific paper explores the comparison between the ultimate buckling load obtained through the Eurocode 3 methodology and the ultimate buckling load obtained through finite element simulations for steel columns under compression. The study aims to provide insights into the adequacy of the design rules proposed in Eurocode 3 for different slenderness ratios. The finite element simulations with the Ansys commercial program involve a geometrical and material non-linear analysis of the columns with imperfections. The loss of equilibrium is generally caused by the geometrically nonlinear effects where the column begins to buckle and lose its stability when the load reaches a certain critical value. The linear buckling analysis predicts the theoretical buckling strength of an elastic structure but the nonlinear one is more accurate with taking into account the initial imperfection. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ansys" title="Ansys">Ansys</a>, <a href="https://publications.waset.org/abstracts/search?q=linear%20buckling" title=" linear buckling"> linear buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=eigen%20value" title=" eigen value"> eigen value</a>, <a href="https://publications.waset.org/abstracts/search?q=nonlinear%20buckling" title=" nonlinear buckling"> nonlinear buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=slenderness%20ratio" title=" slenderness ratio"> slenderness ratio</a>, <a href="https://publications.waset.org/abstracts/search?q=Eurocode%203" title=" Eurocode 3"> Eurocode 3</a> </p> <a href="https://publications.waset.org/abstracts/192964/comparative-study-of-numerical-and-analytical-buckling-analysis-of-a-steel-column-with-various-slenderness-ratios" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/192964.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">19</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4090</span> Critical Buckling Load of Carbon Nanotube with Non-Local Timoshenko Beam Using the Differential Transform Method</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Tayeb%20Bensattalah">Tayeb Bensattalah</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohamed%20Zidour"> Mohamed Zidour</a>, <a href="https://publications.waset.org/abstracts/search?q=Mohamed%20Ait%20Amar%20Meziane"> Mohamed Ait Amar Meziane</a>, <a href="https://publications.waset.org/abstracts/search?q=Tahar%20Hassaine%20Daouadji"> Tahar Hassaine Daouadji</a>, <a href="https://publications.waset.org/abstracts/search?q=Abdelouahed%20Tounsi"> Abdelouahed Tounsi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this paper, the Differential Transform Method (DTM) is employed to predict and to analysis the non-local critical buckling loads of carbon nanotubes with various end conditions and the non-local Timoshenko beam described by single differential equation. The equation differential of buckling of the nanobeams is derived via a non-local theory and the solution for non-local critical buckling loads is finding by the DTM. The DTM is introduced briefly. It can easily be applied to linear or nonlinear problems and it reduces the size of computational work. Inﬂuence of boundary conditions, the chirality of carbon nanotube and aspect ratio on non-local critical buckling loads are studied and discussed. Effects of nonlocal parameter, ratios L/d, the chirality of single-walled carbon nanotube, as well as the boundary conditions on buckling of CNT are investigated. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=boundary%20conditions" title="boundary conditions">boundary conditions</a>, <a href="https://publications.waset.org/abstracts/search?q=buckling" title=" buckling"> buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=non-local" title=" non-local"> non-local</a>, <a href="https://publications.waset.org/abstracts/search?q=differential%20transform%20method" title=" differential transform method"> differential transform method</a> </p> <a href="https://publications.waset.org/abstracts/81382/critical-buckling-load-of-carbon-nanotube-with-non-local-timoshenko-beam-using-the-differential-transform-method" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/81382.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">301</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4089</span> Effect of Corrosion on the Shear Buckling Strength</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Myoung-Jin%20Lee">Myoung-Jin Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=Sung-Jin%20Lee"> Sung-Jin Lee</a>, <a href="https://publications.waset.org/abstracts/search?q=Young-Kon%20Park"> Young-Kon Park</a>, <a href="https://publications.waset.org/abstracts/search?q=Jin-Wook%20Kim"> Jin-Wook Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Bo-Kyoung%20Kim"> Bo-Kyoung Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Song-Hun%20Chong"> Song-Hun Chong</a>, <a href="https://publications.waset.org/abstracts/search?q=Sun-Ii%20Kim"> Sun-Ii Kim</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The ability to resist the shear strength arises mainly from the web panel of steel girders and as such, the shear buckling strength of these girders has been extensively investigated. For example, Blaser’s reported that when buckling occurs, the tension field has an effect after the buckling strength of the steel is reached. The findings of these studies have been applied by AASHTO, AISC, and to the European Code that provides guidelines for designs aimed at preventing shear buckling. Steel girders are susceptible to corrosion resulting from exposure to natural elements such as rainfall, humidity, and temperature. This corrosion leads to a reduction in the size of the web panel section, thereby resulting in a decrease in the shear strength. The decrease in the panel section has a significant effect on the maintenance section of the bridge. However, in most conventional designs, the influence of corrosion is overlooked during the calculation of the shear buckling strength and hence over-design is common. Therefore, in this study, a steel girder with an A/D of 1:1, as well as a 6-mm-, 16-mm-, and 12-mm-thick web panel, flange, and intermediate reinforcing material, respectively, were used. The total length was set to that (3200 mm) of the default model. The effect of corrosion shear buckling was investigated by determining the volume amount of corrosion, shape of the erosion patterns, and the angular change in the tensile field of the shear buckling strength. This study provides the basic data that will enable designs that incorporate values closer (than those used in most conventional designs) to the actual shear buckling strength. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=corrosion" title="corrosion">corrosion</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20buckling%20strength" title=" shear buckling strength"> shear buckling strength</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20girder" title=" steel girder"> steel girder</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20strength" title=" shear strength"> shear strength</a> </p> <a href="https://publications.waset.org/abstracts/46131/effect-of-corrosion-on-the-shear-buckling-strength" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/46131.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">375</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4088</span> Lateral Buckling of Nanoparticle Additive Composite Beams </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=G%C3%BCrkan%20%C5%9Eakar">Gürkan Şakar</a>, <a href="https://publications.waset.org/abstracts/search?q=Akg%C3%BCn%20Alsaran"> Akgün Alsaran</a>, <a href="https://publications.waset.org/abstracts/search?q=Emrah%20E.%20%C3%96zbaldan"> Emrah E. Özbaldan</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this study, lateral buckling analysis of composite beams with particle additive was carried out experimentally and numerically. The effects of particle type, particle addition ratio on buckling loads of composite beams were determined. The numerical studies were performed with ANSYS package. In the analyses, clamped-free boundary condition was assumed. The load carrying capabilities of composite beams were influenced by different particle types and particle addition ratios. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lateral%20buckling" title="lateral buckling">lateral buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=nanoparticle" title=" nanoparticle"> nanoparticle</a>, <a href="https://publications.waset.org/abstracts/search?q=composite%20beam" title=" composite beam"> composite beam</a>, <a href="https://publications.waset.org/abstracts/search?q=numeric%20analysis" title=" numeric analysis"> numeric analysis</a> </p> <a href="https://publications.waset.org/abstracts/54619/lateral-buckling-of-nanoparticle-additive-composite-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/54619.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">474</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4087</span> Buckling Behavior of FGM Plates Using a Simplified Shear Deformation Theory</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Mokhtar%20Bouazza">Mokhtar Bouazza</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this paper, the simplified theory will be used to predict the thermoelastic buckling behavior of rectangular functionally graded plates. The material properties of the functionally graded plates are assumed to vary continuously through the thickness, according to a simple power law distribution of the volume fraction of the constituents. The simplified theory is used to obtain the buckling of the plate under different types of thermal loads. The thermal loads are assumed to be uniform, linear, and non-linear distribution through the thickness. Additional numerical results are presented for FGM plates that show the effects of various parameters on thermal buckling response. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling" title="buckling">buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=functionally%20graded" title=" functionally graded"> functionally graded</a>, <a href="https://publications.waset.org/abstracts/search?q=plate" title=" plate"> plate</a>, <a href="https://publications.waset.org/abstracts/search?q=simplified%20higher-order%20deformation%20theory" title=" simplified higher-order deformation theory"> simplified higher-order deformation theory</a>, <a href="https://publications.waset.org/abstracts/search?q=thermal%20loading" title=" thermal loading"> thermal loading</a> </p> <a href="https://publications.waset.org/abstracts/24270/buckling-behavior-of-fgm-plates-using-a-simplified-shear-deformation-theory" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/24270.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">382</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4086</span> Buckling of Plates on Foundation with Different Types of Sides Support</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ali%20N.%20Suri">Ali N. Suri</a>, <a href="https://publications.waset.org/abstracts/search?q=Ahmad%20A.%20Al-Makhlufi"> Ahmad A. Al-Makhlufi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this paper the problem of buckling of plates on foundation of finite length and with different side support is studied. The Finite Strip Method is used as tool for the analysis. This method uses finite strip elastic, foundation, and geometric matrices to build the assembly matrices for the whole structure, then after introducing boundary conditions at supports, the resulting reduced matrices is transformed into a standard Eigenvalue-Eigenvector problem. The solution of this problem will enable the determination of the buckling load, the associated buckling modes and the buckling wave length. To carry out the buckling analysis starting from the elastic, foundation, and geometric stiffness matrices for each strip a computer program FORTRAN list is developed. Since stiffness matrices are function of wave length of buckling, the computer program used an iteration procedure to find the critical buckling stress for each value of foundation modulus and for each boundary condition. The results showed the use of elastic medium to support plates subject to axial load increase a great deal the buckling load, the results found are very close with those obtained by other analytical methods and experimental work. The results also showed that foundation compensates the effect of the weakness of some types of constraint of side support and maximum benefit found for plate with one side simply supported the other free. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling" title="buckling">buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20strip" title=" finite strip"> finite strip</a>, <a href="https://publications.waset.org/abstracts/search?q=different%20sides%20support" title=" different sides support"> different sides support</a>, <a href="https://publications.waset.org/abstracts/search?q=plates%20on%20foundation" title=" plates on foundation"> plates on foundation</a> </p> <a href="https://publications.waset.org/abstracts/1681/buckling-of-plates-on-foundation-with-different-types-of-sides-support" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/1681.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">243</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4085</span> Molecular Dynamics Simulation for Buckling Analysis at Nanocomposite Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Babak%20Safaei">Babak Safaei</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20M.%20Fattahi"> A. M. Fattahi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In the present study we have investigated axial buckling characteristics of nanocomposite beams reinforced by single-walled carbon nanotubes (SWCNTs). Various types of beam theories including Euler-Bernoulli beam theory, Timoshenko beam theory and Reddy beam theory were used to analyze the buckling behavior of carbon nanotube-reinforced composite beams. Generalized differential quadrature (GDQ) method was utilized to discretize the governing differential equations along with four commonly used boundary conditions. The material properties of the nanocomposite beams were obtained using molecular dynamic (MD) simulation corresponding to both short-(10,10) SWCNT and long-(10,10) SWCNT composites which were embedded by amorphous polyethylene matrix. Then the results obtained directly from MD simulations were matched with those calculated by the mixture rule to extract appropriate values of carbon nanotube efficiency parameters accounting for the scale-dependent material properties. The selected numerical results were presented to indicate the influences of nanotube volume fractions and end supports on the critical axial buckling loads of nanocomposite beams relevant to long- and short-nanotube composites. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=nanocomposites" title="nanocomposites">nanocomposites</a>, <a href="https://publications.waset.org/abstracts/search?q=molecular%20dynamics%20simulation" title=" molecular dynamics simulation"> molecular dynamics simulation</a>, <a href="https://publications.waset.org/abstracts/search?q=axial%20buckling" title=" axial buckling"> axial buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=generalized%20differential%20quadrature%20%28GDQ%29" title=" generalized differential quadrature (GDQ)"> generalized differential quadrature (GDQ)</a> </p> <a href="https://publications.waset.org/abstracts/38174/molecular-dynamics-simulation-for-buckling-analysis-at-nanocomposite-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/38174.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">325</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4084</span> An Approximate Lateral-Torsional Buckling Mode Function for Cantilever I-Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=H.%20Ozbasaran">H. Ozbasaran</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Lateral torsional buckling is a global stability loss which should be considered in the design of slender structural members under flexure about their strong axis. It is possible to compute the load which causes lateral torsional buckling of a beam by finite element analysis, however, closed form equations are needed in engineering practice. Such equations can be obtained by using energy method. Unfortunately, this method has a vital drawback. In lateral torsional buckling applications of energy method, a proper function for the critical lateral torsional buckling mode should be chosen which can be thought as the variation of twisting angle along the buckled beam. The accuracy of the results depends on how close is the chosen function to the exact mode. Since critical lateral torsional buckling mode of the cantilever I-beams varies due to material properties, section properties, and loading case, the hardest step is to determine a proper mode function. This paper presents an approximate function for critical lateral torsional buckling mode of doubly symmetric cantilever I-beams. Coefficient matrices are calculated for the concentrated load at the free end, uniformly distributed load and constant moment along the beam cases. Critical lateral torsional buckling modes obtained by presented function and exact solutions are compared. It is found that the modes obtained by presented function coincide with differential equation solutions for considered loading cases. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling%20mode" title="buckling mode">buckling mode</a>, <a href="https://publications.waset.org/abstracts/search?q=cantilever" title=" cantilever"> cantilever</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral-torsional%20buckling" title=" lateral-torsional buckling"> lateral-torsional buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=I-beam" title=" I-beam"> I-beam</a> </p> <a href="https://publications.waset.org/abstracts/34077/an-approximate-lateral-torsional-buckling-mode-function-for-cantilever-i-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/34077.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">368</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4083</span> Correction Requirement to AISC Design Guide 31: Case Study of Web Post Buckling Design for Castellated Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Kitjapat%20Phuvoravan">Kitjapat Phuvoravan</a>, <a href="https://publications.waset.org/abstracts/search?q=Phattaraphong%20Ponsorn"> Phattaraphong Ponsorn</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In the design of Castellated beams (CB), the web post buckling acted by horizontal shear force is one of the important failure modes that have to be considered. It is also a dominant governing mode when design following the AISC 31 design guideline which is just published. However, the equation of the web post buckling given by the guideline is still questionable for most of the engineers. So the purpose of this paper is to study and provide a proposed equation for design the web post buckling with more simplified and convenient to use. The study is also including the improper of the safety factor given by the guideline. The proposed design equation is acquired by regression method based on the results of finite element analysis. An amount of Cellular beam simulated to study is modelled by using shell element, analysis with both geometric and material nonlinearity. The results of the study show that the use of the proposed equation to design the web post buckling in Castellated beams is more simple and precise for computation than the equations provided from the guideline. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=castellated%20beam" title="castellated beam">castellated beam</a>, <a href="https://publications.waset.org/abstracts/search?q=web%20opening" title=" web opening"> web opening</a>, <a href="https://publications.waset.org/abstracts/search?q=web%20post%20buckling" title=" web post buckling"> web post buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=design%20equation" title=" design equation"> design equation</a> </p> <a href="https://publications.waset.org/abstracts/82654/correction-requirement-to-aisc-design-guide-31-case-study-of-web-post-buckling-design-for-castellated-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/82654.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">302</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4082</span> On the Evaluation of Critical Lateral-Torsional Buckling Loads of Monosymmetric Beam-Columns</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=T.%20Yilmaz">T. Yilmaz</a>, <a href="https://publications.waset.org/abstracts/search?q=N.%20Kirac"> N. Kirac</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Beam-column elements are defined as structural members subjected to a combination of axial and bending forces. Lateral torsional buckling is one of the major failure modes in which beam-columns that are bent about its strong axis may buckle out of the plane by deflecting laterally and twisting. This study presents a compact closed-form equation that it can be used for calculating critical lateral torsional-buckling load of beam-columns with monosymmetric sections in the presence of a known axial load. Lateral-torsional buckling behavior of beam-columns subjected to constant axial force and various transverse load cases are investigated by using Ritz method in order to establish proposed equation. Lateral-torsional buckling loads calculated by presented formula are compared to finite element model results. ABAQUS software is utilized to generate finite element models of beam-columns. It is found out that lateral-torsional buckling load of beam-columns with monosymmetric sections can be determined by proposed equation and can be safely used in design. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lateral-torsional%20buckling" title="lateral-torsional buckling">lateral-torsional buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=stability" title=" stability"> stability</a>, <a href="https://publications.waset.org/abstracts/search?q=beam-column" title=" beam-column"> beam-column</a>, <a href="https://publications.waset.org/abstracts/search?q=monosymmetric%20section" title=" monosymmetric section"> monosymmetric section</a> </p> <a href="https://publications.waset.org/abstracts/51595/on-the-evaluation-of-critical-lateral-torsional-buckling-loads-of-monosymmetric-beam-columns" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/51595.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">324</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4081</span> Improvement of Buckling Behavior of Cold Formed Steel Uprights with Open Cross Section Used in Storage Rack Systems</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Yasar%20Pala">Yasar Pala</a>, <a href="https://publications.waset.org/abstracts/search?q=Safa%20Senaysoy"> Safa Senaysoy</a>, <a href="https://publications.waset.org/abstracts/search?q=Emre%20Calis"> Emre Calis</a> </p> <p class="card-text"><strong>Abstract:</strong></p> In this paper, structural behavior and improvement of buckling behavior of cold formed steel uprights with open cross-section used storage rack system are studied. As a first step, in the case of a stiffener having an inclined part on the flange, experimental and nonlinear finite element analysis are carried out for three different upright lengths. In the uprights with long length, global buckling is observed while distortional buckling and local buckling are observed in the uprights with medium length and those with short length, respectively. After this point, the study is divided into two groups. One of these groups is the case where the stiffener on the flange is folded at 90°. For this case, four different distances of the stiffener from the web are taken into account. In the other group, the case where different depth of stiffener on the web is considered. Combining experimental and finite element results, the cross-section giving the ultimate critical buckling load is selected. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=steel" title="steel">steel</a>, <a href="https://publications.waset.org/abstracts/search?q=upright" title=" upright"> upright</a>, <a href="https://publications.waset.org/abstracts/search?q=buckling" title=" buckling"> buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=modes" title=" modes"> modes</a>, <a href="https://publications.waset.org/abstracts/search?q=nonlinear%20finite%20element%20analysis" title=" nonlinear finite element analysis"> nonlinear finite element analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=optimization" title=" optimization"> optimization</a> </p> <a href="https://publications.waset.org/abstracts/64991/improvement-of-buckling-behavior-of-cold-formed-steel-uprights-with-open-cross-section-used-in-storage-rack-systems" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/64991.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">260</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4080</span> Reliability Analysis of Steel Columns under Buckling Load in Second-Order Theory</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Hamed%20Abshari">Hamed Abshari</a>, <a href="https://publications.waset.org/abstracts/search?q=M.%20Reza%20Emami%20Azadi"> M. Reza Emami Azadi</a>, <a href="https://publications.waset.org/abstracts/search?q=Madjid%20Sadegh%20Azar"> Madjid Sadegh Azar </a> </p> <p class="card-text"><strong>Abstract:</strong></p> For studying the overall instability of members of steel structures, there are several methods in which overall buckling and geometrical imperfection effects are considered in analysis. In first section, these methods are compared and ability of software to apply these methods is studied. Buckling loads determined from theoretical methods and software is compared for 2D one bay, one and two stories steel frames. To consider actual condition, buckling loads of three steel frames that have various dimensions are calculated and compared. Also, uncertainties that exist in loading and modeling of structures such as geometrical imperfection, yield stress, and modulus of elasticity in buckling load of 2D framed steel structures have been studied. By performing these uncertainties to each reliability analysis procedures (first-order, second-order, and simulation methods of reliability), one index of reliability from each procedure is determined. These values are studied and compared. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling" title="buckling">buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=second-order%20theory" title=" second-order theory"> second-order theory</a>, <a href="https://publications.waset.org/abstracts/search?q=reliability%20index" title=" reliability index"> reliability index</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20columns" title=" steel columns"> steel columns</a> </p> <a href="https://publications.waset.org/abstracts/9301/reliability-analysis-of-steel-columns-under-buckling-load-in-second-order-theory" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/9301.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">492</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4079</span> Flange/Web Distortional Buckling of Cold-Formed Steel Beams with Web Holes under Pure Bending</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Nan-Ting%20Yu">Nan-Ting Yu</a>, <a href="https://publications.waset.org/abstracts/search?q=Boksun%20Kim"> Boksun Kim</a>, <a href="https://publications.waset.org/abstracts/search?q=Long-Yuan%20Li"> Long-Yuan Li</a> </p> <p class="card-text"><strong>Abstract:</strong></p> The cold-formed steel beams with web holes are widely used as the load-carrying members in structural engineering. The perforations can release the space of the building and let the pipes go through. However, the perforated cold-formed steel (PCFS) beams may fail by distortional buckling more easily than beams with plain web; this is because the rotational stiffness from the web decreases. It is well known that the distortional buckling can be described as the buckling of the compressed flange-lip system. In fact, near the ultimate failure, the flange/web corner would move laterally, which indicates the bending of the web should be taken account. The purpose of this study is to give a specific solution for the critical stress of flange/web distortional buckling of PCFS beams. The new model is deduced based on classical energy method, and the deflection of the web is represented by the shape function of the plane beam element. The finite element analyses have been performed to validate the accuracy of the proposed model. The comparison of the critical stress calculated from Hancock's model, FEA, and present model, shows that the present model can provide a splendid prediction for the flange/web distortional buckling of PCFS beams. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cold-formed%20steel" title="cold-formed steel">cold-formed steel</a>, <a href="https://publications.waset.org/abstracts/search?q=beams" title=" beams"> beams</a>, <a href="https://publications.waset.org/abstracts/search?q=perforations" title=" perforations"> perforations</a>, <a href="https://publications.waset.org/abstracts/search?q=flange-web%20distortional%20buckling" title=" flange-web distortional buckling"> flange-web distortional buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20analysis" title=" finite element analysis"> finite element analysis</a> </p> <a href="https://publications.waset.org/abstracts/122660/flangeweb-distortional-buckling-of-cold-formed-steel-beams-with-web-holes-under-pure-bending" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/122660.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">130</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4078</span> A Parametric Study on Lateral Torsional Buckling of European IPN and IPE Cantilevers</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=H.%20Ozbasaran">H. Ozbasaran</a> </p> <p class="card-text"><strong>Abstract:</strong></p> IPN and IPE sections, which are commonly used European I shapes, are widely used in steel structures as cantilever beams to support overhangs. A considerable number of studies exist on calculating lateral torsional buckling load of I sections. However, most of them provide series solutions or complex closed-form equations. In this paper, a simple equation is presented to calculate lateral torsional buckling load of IPN and IPE section cantilever beams. First, differential equation of lateral torsional buckling is solved numerically for various loading cases. Then a parametric study is conducted on results to present an equation for lateral torsional buckling load of European IPN and IPE beams. Finally, results obtained by presented equation are compared to differential equation solutions and finite element model results. ABAQUS software is utilized to generate finite element models of beams. It is seen that the results obtained from presented equation coincide with differential equation solutions and ABAQUS software results. It can be suggested that presented formula can be safely used to calculate critical lateral torsional buckling load of European IPN and IPE section cantilevers. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=cantilever" title="cantilever">cantilever</a>, <a href="https://publications.waset.org/abstracts/search?q=IPN" title=" IPN"> IPN</a>, <a href="https://publications.waset.org/abstracts/search?q=IPE" title=" IPE"> IPE</a>, <a href="https://publications.waset.org/abstracts/search?q=lateral%20torsional%20buckling" title=" lateral torsional buckling"> lateral torsional buckling</a> </p> <a href="https://publications.waset.org/abstracts/8135/a-parametric-study-on-lateral-torsional-buckling-of-european-ipn-and-ipe-cantilevers" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/8135.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">540</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4077</span> Influence of P-Y Curves on Buckling Capacity of Pile Foundation </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Praveen%20Huded">Praveen Huded</a>, <a href="https://publications.waset.org/abstracts/search?q=Suresh%20Dash"> Suresh Dash</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Pile foundations are one of the most preferred deep foundation system for high rise or heavily loaded structures. In many instances, the failure of the pile founded structures in liquefiable soils had been observed even in many recent earthquakes. Recent centrifuge and shake table experiments on two layered soil system have credibly shown that failure of pile foundation can occur because of buckling, as the pile behaves as an unsupported slender structural element once the surrounding soil liquefies. However the buckling capacity depends on largely on the depth of soil liquefied and its residual strength. Hence it is essential to check the pile against the possible buckling failure. Beam on non-linear Winkler Foundation is one of the efficient method to model the pile-soil behavior in liquefiable soil. The pile-soil interaction is modelled through p-y springs, different author have proposed different types of p-y curves for the liquefiable soil. In the present paper the influence two such p-y curves on the buckling capacity of pile foundation is studied considering initial geometric and non-linear behavior of pile foundation. The proposed method is validated against experimental results. Significant difference in the buckling capacity is observed for the two p-y curves used in the analysis. A parametric study is conducted to understand the influence of pile diameter, pile flexural rigidity, different initial geometric imperfections, and different soil relative densities on buckling capacity of pile foundation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=Pile%20foundation" title="Pile foundation ">Pile foundation </a>, <a href="https://publications.waset.org/abstracts/search?q=Liquefaction" title=" Liquefaction"> Liquefaction</a>, <a href="https://publications.waset.org/abstracts/search?q=Buckling%20load" title=" Buckling load"> Buckling load</a>, <a href="https://publications.waset.org/abstracts/search?q=non-linear%20py%20curve" title=" non-linear py curve"> non-linear py curve</a>, <a href="https://publications.waset.org/abstracts/search?q=Opensees" title=" Opensees"> Opensees</a> </p> <a href="https://publications.waset.org/abstracts/130562/influence-of-p-y-curves-on-buckling-capacity-of-pile-foundation" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/130562.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">164</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4076</span> Shear Buckling of a Large Pultruded Composite I-Section under Asymmetric Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Jin%20Y.%20Park">Jin Y. Park</a>, <a href="https://publications.waset.org/abstracts/search?q=Jeong%20Wan%20Lee"> Jeong Wan Lee</a> </p> <p class="card-text"><strong>Abstract:</strong></p> An experimental and analytical research on shear buckling of a comparably large polymer composite I-section is presented. It is known that shear buckling load of a large span composite beam is difficult to determine experimentally. In order to sensitively detect shear buckling of the tested I-section, twenty strain rosettes and eight displacement sensors were applied and attached on the web and flange surfaces. The tested specimen was a pultruded composite beam made of vinylester resin, E-glass, carbon fibers and micro-fillers. Various coupon tests were performed before the shear buckling test to obtain fundamental material properties of the I-section. An asymmetric four-point bending loading scheme was utilized for the shear test. The loading scheme resulted a high shear and almost zeros moment condition at the center of the web panel. The shear buckling load was successfully determined after analyzing the obtained test data from strain rosettes and displacement sensors. An analytical approach was also performed to verify the experimental results and to support the discussed experimental program. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=strain%20sensor" title="strain sensor">strain sensor</a>, <a href="https://publications.waset.org/abstracts/search?q=displacement%20sensor" title=" displacement sensor"> displacement sensor</a>, <a href="https://publications.waset.org/abstracts/search?q=shear%20buckling" title=" shear buckling"> shear buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=polymer%20composite%20I-section" title=" polymer composite I-section"> polymer composite I-section</a>, <a href="https://publications.waset.org/abstracts/search?q=asymmetric%20loading" title=" asymmetric loading"> asymmetric loading</a> </p> <a href="https://publications.waset.org/abstracts/23154/shear-buckling-of-a-large-pultruded-composite-i-section-under-asymmetric-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/23154.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">452</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4075</span> Buckling Analysis of Composite Shells under Compression and Torsional Loads: Numerical and Analytical Study</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=G%C3%BCne%C5%9F%20Ayd%C4%B1n">Güneş Aydın</a>, <a href="https://publications.waset.org/abstracts/search?q=Razi%20Kalantari%20Osgouei"> Razi Kalantari Osgouei</a>, <a href="https://publications.waset.org/abstracts/search?q=Murat%20Emre%20%C3%96zt%C3%BCrk"> Murat Emre Öztürk</a>, <a href="https://publications.waset.org/abstracts/search?q=Ahmad%20Partovi%20Meran"> Ahmad Partovi Meran</a>, <a href="https://publications.waset.org/abstracts/search?q=Ekrem%20T%C3%BCfek%C3%A7i"> Ekrem Tüfekçi</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Advanced lightweight laminated composite shells are increasingly being used in all types of modern structures, for enhancing their structural efficiency and performance. Such thin-walled structures are susceptible to buckling when subjected to various loading. This paper focuses on the buckling of cylindrical shells under axial compression and torsional loads. Effects of fiber orientation on the maximum buckling load of carbon fiber reinforced polymer (CFRP) shells are optimized. Optimum fiber angles have been calculated analytically by using MATLAB program. Numerical models have been carried out by using Finite Element Method program ABAQUS. Results from analytical and numerical analyses are also compared. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling" title="buckling">buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=composite" title=" composite"> composite</a>, <a href="https://publications.waset.org/abstracts/search?q=cylindrical%20shell" title=" cylindrical shell"> cylindrical shell</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element" title=" finite element"> finite element</a>, <a href="https://publications.waset.org/abstracts/search?q=compression" title=" compression"> compression</a>, <a href="https://publications.waset.org/abstracts/search?q=torsion" title=" torsion"> torsion</a>, <a href="https://publications.waset.org/abstracts/search?q=MATLAB" title=" MATLAB"> MATLAB</a>, <a href="https://publications.waset.org/abstracts/search?q=optimization" title=" optimization"> optimization</a> </p> <a href="https://publications.waset.org/abstracts/13203/buckling-analysis-of-composite-shells-under-compression-and-torsional-loads-numerical-and-analytical-study" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/13203.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">587</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4074</span> Torsional Rigidities of Reinforced Concrete Beams Subjected to Elastic Lateral Torsional Buckling</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ilker%20Kalkan">Ilker Kalkan</a>, <a href="https://publications.waset.org/abstracts/search?q=Saruhan%20Kartal"> Saruhan Kartal</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Reinforced concrete (RC) beams rarely undergo lateral-torsional buckling (LTB), since these beams possess large lateral bending and torsional rigidities owing to their stocky cross-sections, unlike steel beams. However, the problem of LTB is becoming more and more pronounced in the last decades as the span lengths of concrete beams increase and the cross-sections become more slender with the use of pre-stressed concrete. The buckling moment of a beam mainly depends on its lateral bending rigidity and torsional rigidity. The nonhomogeneous and elastic-inelastic nature of RC complicates estimation of the buckling moments of concrete beams. Furthermore, the lateral bending and torsional rigidities of RC beams and the buckling moments are affected from different forms of concrete cracking, including flexural, torsional and restrained shrinkage cracking. The present study pertains to the effects of concrete cracking on the torsional rigidities of RC beams prone to elastic LTB. A series of tests on rather slender RC beams indicated that torsional cracking does not initiate until buckling in elastic LTB, while flexural cracking associated with lateral bending takes place even at the initial stages of loading. Hence, the present study clearly indicated that the un-cracked torsional rigidity needs to be used for estimating the buckling moments of RC beams liable to elastic LTB. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=lateral%20stability" title="lateral stability">lateral stability</a>, <a href="https://publications.waset.org/abstracts/search?q=post-cracking%20torsional%20rigidity" title=" post-cracking torsional rigidity"> post-cracking torsional rigidity</a>, <a href="https://publications.waset.org/abstracts/search?q=uncracked%20torsional%20rigidity" title=" uncracked torsional rigidity"> uncracked torsional rigidity</a>, <a href="https://publications.waset.org/abstracts/search?q=critical%20moment" title=" critical moment"> critical moment</a> </p> <a href="https://publications.waset.org/abstracts/72558/torsional-rigidities-of-reinforced-concrete-beams-subjected-to-elastic-lateral-torsional-buckling" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/72558.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">236</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4073</span> Numerical Buckling of Composite Cylindrical Shells under Axial Compression Using Asymmetric Meshing Technique (AMT)</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Zia%20R.%20Tahir">Zia R. Tahir</a>, <a href="https://publications.waset.org/abstracts/search?q=P.%20Mandal"> P. Mandal</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents the details of a numerical study of buckling and post buckling behaviour of laminated carbon fiber reinforced plastic (CFRP) thin-walled cylindrical shell under axial compression using asymmetric meshing technique (AMT) by ABAQUS. AMT is considered to be a new perturbation method to introduce disturbance without changing geometry, boundary conditions or loading conditions. Asymmetric meshing affects both predicted buckling load and buckling mode shapes. Cylindrical shell having lay-up orientation [0°/+45°/-45°/0°] with radius to thickness ratio (R/t) equal to 265 and length to radius ratio (L/R) equal to 1.5 is analysed numerically. A series of numerical simulations (experiments) are carried out with symmetric and asymmetric meshing to study the effect of asymmetric meshing on predicted buckling behaviour. Asymmetric meshing technique is employed in both axial direction and circumferential direction separately using two different methods, first by changing the shell element size and varying the total number elements, and second by varying the shell element size and keeping total number of elements constant. The results of linear analysis (Eigenvalue analysis) and non-linear analysis (Riks analysis) using symmetric meshing agree well with analytical results. The results of numerical analysis are presented in form of non-dimensional load factor, which is the ratio of buckling load using asymmetric meshing technique to buckling load using symmetric meshing technique. Using AMT, load factor has about 2% variation for linear eigenvalue analysis and about 2% variation for non-linear Riks analysis. The behaviour of load end-shortening curve for pre-buckling is same for both symmetric and asymmetric meshing but for asymmetric meshing curve behaviour in post-buckling becomes extraordinarily complex. The major conclusions are: different methods of AMT have small influence on predicted buckling load and significant influence on load displacement curve behaviour in post buckling; AMT in axial direction and AMT in circumferential direction have different influence on buckling load and load displacement curve in post-buckling. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=CFRP%20composite%20cylindrical%20shell" title="CFRP composite cylindrical shell">CFRP composite cylindrical shell</a>, <a href="https://publications.waset.org/abstracts/search?q=asymmetric%20meshing%20technique" title=" asymmetric meshing technique"> asymmetric meshing technique</a>, <a href="https://publications.waset.org/abstracts/search?q=primary%20buckling" title=" primary buckling"> primary buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=secondary%20buckling" title=" secondary buckling"> secondary buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=linear%20eigenvalue%20analysis" title=" linear eigenvalue analysis"> linear eigenvalue analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=non-linear%20riks%20analysis" title=" non-linear riks analysis"> non-linear riks analysis</a> </p> <a href="https://publications.waset.org/abstracts/16401/numerical-buckling-of-composite-cylindrical-shells-under-axial-compression-using-asymmetric-meshing-technique-amt" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/16401.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">353</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4072</span> Study on Buckling and Yielding Behaviors of Low Yield Point Steel Plates</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=David%20Boyajian">David Boyajian</a>, <a href="https://publications.waset.org/abstracts/search?q=Tadeh%20Zirakian"> Tadeh Zirakian</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Stability and performance of steel plates are characterized by geometrical buckling and material yielding. In this paper, the geometrical buckling and material yielding behaviors of low yield point (LYP) steel plates are studied from the point of view of their application in steel plate shear wall (SPSW) systems. Use of LYP steel facilitates the design and application of web plates with improved buckling and energy absorption capacities in SPSW systems. LYP steel infill plates may yield first and then undergo inelastic buckling. Hence, accurate determination of the limiting plate thickness corresponding to simultaneous buckling and yielding can be effective in seismic design of such lateral force-resisting and energy dissipating systems. The limiting thicknesses of plates with different loading and support conditions are determined theoretically and verified through detailed numerical simulations. Effects of use of LYP steel and plate aspect ratio parameter on the limiting plate thickness are investigated as well. In addition, detailed studies are performed on determination of the limiting web-plate thickness in code-designed SPSWs. Some practical recommendations are accordingly provided for efficient seismic design of SPSW systems with LYP steel infill plates. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling" title="buckling">buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=low%20yield%20point%20steel" title=" low yield point steel"> low yield point steel</a>, <a href="https://publications.waset.org/abstracts/search?q=plates" title=" plates"> plates</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20plate%20shear%20walls" title=" steel plate shear walls"> steel plate shear walls</a>, <a href="https://publications.waset.org/abstracts/search?q=yielding" title=" yielding"> yielding</a> </p> <a href="https://publications.waset.org/abstracts/50611/study-on-buckling-and-yielding-behaviors-of-low-yield-point-steel-plates" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/50611.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">401</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4071</span> Seismic Behavior of Short Core Buckling Restrained Braces</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Nader%20Hoveidae">Nader Hoveidae</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper investigates the seismic behavior of a new type of buckling restrained braces (BRBs) called "Short Core BRBs" in which a shorter core segment is used as an energy dissipating part and an elastic part is serially connected to the core. It seems that a short core BRB is easy to be fabricated, inspected and replaced after a severe earthquake. In addition, the energy dissipating capacity in a short core BRB is higher because of larger core strains. However, higher core strain demands result in high potential of low-cycle fatigue fracture. In this paper, a strategy is proposed to estimate the minimum core length in a short core BRBs. The seismic behavior of short core buckling restrained brace is experimentally examined. The results revealed that the short core buckling restrained brace is able to sustain large inelastic strains without any significant instability or strength degradation. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=short%20core" title="short core">short core</a>, <a href="https://publications.waset.org/abstracts/search?q=Buckling%20Restrained%20Brace" title=" Buckling Restrained Brace"> Buckling Restrained Brace</a>, <a href="https://publications.waset.org/abstracts/search?q=finite%20element%20analysis" title=" finite element analysis"> finite element analysis</a>, <a href="https://publications.waset.org/abstracts/search?q=cyclic%20test" title=" cyclic test"> cyclic test</a> </p> <a href="https://publications.waset.org/abstracts/37090/seismic-behavior-of-short-core-buckling-restrained-braces" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/37090.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">360</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4070</span> Thermal Buckling Analysis of Functionally Graded Beams with Various Boundary Conditions</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Gholamreza%20Koochaki">Gholamreza Koochaki</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents the buckling analysis of functionally graded beams with various boundary conditions. The first order shear deformation beam theory (Timoshenko beam theory) and the classical theory (Euler-Bernoulli beam theory) of Reddy have been applied to the functionally graded beams buckling analysis The material property gradient is assumed to be in thickness direction. The equilibrium and stability equations are derived using the total potential energy equations, classical theory and first order shear deformation theory assumption. The temperature difference and applied voltage are assumed to be constant. The critical buckling temperature of FG beams are upper than the isotropic ones. Also, the critical temperature is different for various boundary conditions. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling" title="buckling">buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=functionally%20graded%20beams" title=" functionally graded beams"> functionally graded beams</a>, <a href="https://publications.waset.org/abstracts/search?q=Hamilton%27s%20principle" title=" Hamilton's principle"> Hamilton's principle</a>, <a href="https://publications.waset.org/abstracts/search?q=Euler-Bernoulli%20beam" title=" Euler-Bernoulli beam"> Euler-Bernoulli beam</a> </p> <a href="https://publications.waset.org/abstracts/30892/thermal-buckling-analysis-of-functionally-graded-beams-with-various-boundary-conditions" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/30892.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">392</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4069</span> A First Order Shear Deformation Theory Approach for the Buckling Behavior of Nanocomposite Beams</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=P.%20Pramod%20Kumar">P. Pramod Kumar</a>, <a href="https://publications.waset.org/abstracts/search?q=Madhu%20Salumari"> Madhu Salumari</a>, <a href="https://publications.waset.org/abstracts/search?q=V.%20V.%20Subba%20Rao"> V. V. Subba Rao</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Due to their high strength-to-weight ratio, carbon nanotube (CNTs) reinforced polymer composites are being considered as one of the most promising nanocomposites which can improve the performance when used in structural applications. The buckling behavior is one of the most important parameter needs to be considered in the design of structural members like beams and plates. In the present paper, the elastic constants of CNT reinforced polymer composites are evaluated by using Mori-Tanaka micromechanics approach. Knowing the elastic constants, an analytical study is being conducted to investigate the buckling behavior of nanocomposites for different CNT volume fractions at different boundary conditions using first-order shear deformation theory (FSDT). The effect of stacking sequence and CNT radius on the buckling of beam has also been presented. This study is being conducted primarily with an intension to find the stiffening effect of CNTs when used in polymer composites as reinforcement. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=CNT" title="CNT">CNT</a>, <a href="https://publications.waset.org/abstracts/search?q=buckling" title=" buckling"> buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=micromechanics" title=" micromechanics"> micromechanics</a>, <a href="https://publications.waset.org/abstracts/search?q=FSDT" title=" FSDT"> FSDT</a> </p> <a href="https://publications.waset.org/abstracts/68803/a-first-order-shear-deformation-theory-approach-for-the-buckling-behavior-of-nanocomposite-beams" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/68803.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">279</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4068</span> Buckling Performance of Irregular Section Cold-Formed Steel Columns under Axially Concentric Loading</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Chayanon%20Hansapinyo">Chayanon Hansapinyo</a> </p> <p class="card-text"><strong>Abstract:</strong></p> This paper presents experimental investigation and finite element analysis on buckling behavior of irregular section cold-formed steel columns under axially concentric loading. For the experimental study, four different sections of columns were tested to investigate effect of stiffening and width-to-thickness ratio on buckling behavior. For each of the section, three lengths of 230, 950 and 1900 mm. were studied representing short, intermediate long and long columns, respectively. Then, nonlinear finite element analyses of the tested columns were performed. The comparisons in terms of load-deformation response and buckling mode show good agreement and hence the FEM models were validated. Parametric study of stiffening element and thickness of 1.0, 1.15, 1.2, 1.5, 1.6 and 2.0 mm. were analyzed. The test results showed that stiffening effect pays a large contribution to prevent distortional mode. The increase in wall thickness enhanced buckling stress beyond the yielding strength in short and intermediate columns, but not for the long columns. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling%20behavior" title="buckling behavior">buckling behavior</a>, <a href="https://publications.waset.org/abstracts/search?q=irregular%20section" title=" irregular section"> irregular section</a>, <a href="https://publications.waset.org/abstracts/search?q=cold-formed%20steel" title=" cold-formed steel"> cold-formed steel</a>, <a href="https://publications.waset.org/abstracts/search?q=concentric%20loading" title=" concentric loading"> concentric loading</a> </p> <a href="https://publications.waset.org/abstracts/28181/buckling-performance-of-irregular-section-cold-formed-steel-columns-under-axially-concentric-loading" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/28181.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">275</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4067</span> Printing Imperfections: Development of Buckling Patterns to Improve Strength of 3D Printed Steel Plated Elements </h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Ben%20Chater">Ben Chater</a>, <a href="https://publications.waset.org/abstracts/search?q=Jingbang%20Pan"> Jingbang Pan</a>, <a href="https://publications.waset.org/abstracts/search?q=Mark%20Evernden"> Mark Evernden</a>, <a href="https://publications.waset.org/abstracts/search?q=Jie%20Wang"> Jie Wang</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Traditional structural steel manufacturing routes normally produce prismatic members with flat plate elements. In these members, plate instability in the lowest buckling mode often dominates failure. It is proposed in the current study to use a new technology of metal 3D printing to print steel-plated elements with predefined imperfection patterns that can lead to higher modes of failure with increased buckling resistances. To this end, a numerical modeling program is carried out to explore various combinations of predefined buckling waves with different amplitudes in stainless steel square hollow section stub columns. Their stiffness, strength, and material consumption against the traditional structural steel members with the same nominal dimensions are assessed. It is found that depending on the slenderness of the plate elements; it is possible for an ‘imperfect’ steel member to achieve up to a 30% increase in strength with just a 3% increase in the material consumption. The obtained results shed some light on the significant potential of the new metal 3D printing technology in achieving unprecedented material efficiency and economical design in the future steel construction industry. <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=3D%20printing" title="3D printing">3D printing</a>, <a href="https://publications.waset.org/abstracts/search?q=additive%20manufacturing" title=" additive manufacturing"> additive manufacturing</a>, <a href="https://publications.waset.org/abstracts/search?q=buckling%20resistance" title=" buckling resistance"> buckling resistance</a>, <a href="https://publications.waset.org/abstracts/search?q=steel%20plate%20buckling" title=" steel plate buckling"> steel plate buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=structural%20optimisation" title=" structural optimisation"> structural optimisation</a> </p> <a href="https://publications.waset.org/abstracts/125993/printing-imperfections-development-of-buckling-patterns-to-improve-strength-of-3d-printed-steel-plated-elements" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/125993.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span class="badge badge-light">144</span> </span> </div> </div> <div class="card paper-listing mb-3 mt-3"> <h5 class="card-header" style="font-size:.9rem"><span class="badge badge-info">4066</span> Buckling Analysis of Laminated Composite Plates with Central Holes</h5> <div class="card-body"> <p class="card-text"><strong>Authors:</strong> <a href="https://publications.waset.org/abstracts/search?q=Pratyasha%20Patnaik">Pratyasha Patnaik</a>, <a href="https://publications.waset.org/abstracts/search?q=A.%20V.%20Asha"> A. V. Asha</a> </p> <p class="card-text"><strong>Abstract:</strong></p> Laminated composite plates are made up of plates consisting of layers bonded together and made up of materials chemically different from each other but combined macroscopically. These have an application in aircrafts, railway coaches, bridges etc. because they are easy to handle, have got improved properties and the cost of their fabrication is low. But their failure can lead to catastrophic disasters. And generally, the failure of these structures is due to the combined effect of excessive stresses on it and buckling. Hence, the buckling behavior of these kinds of plates should be analyzed properly. Holes are provided either at the center or elsewhere in the laminar plates for the purpose of pipes for electric cables or other purposes. Due to the presence of holes in the plates, the stress concentration is near to the holes and the stiffness of the plates is reduced. In this study, the effect of a cut-out, its shape, different boundary conditions, length/thickness ratio, stacking sequence, and ply orientation has been studied. The analysis was carried out with laminated composite plates with circular, square and triangular cut-outs. Results show the effect of different cut-out shapes, boundary conditions, the orientation of layers and length/thickness ratio of the buckling load <p class="card-text"><strong>Keywords:</strong> <a href="https://publications.waset.org/abstracts/search?q=buckling" title="buckling">buckling</a>, <a href="https://publications.waset.org/abstracts/search?q=composite%20plates" title=" composite plates"> composite plates</a>, <a href="https://publications.waset.org/abstracts/search?q=cut-out" title=" cut-out"> cut-out</a>, <a href="https://publications.waset.org/abstracts/search?q=stress" title=" stress "> stress </a> </p> <a href="https://publications.waset.org/abstracts/47770/buckling-analysis-of-laminated-composite-plates-with-central-holes" class="btn btn-primary btn-sm">Procedia</a> <a href="https://publications.waset.org/abstracts/47770.pdf" target="_blank" class="btn btn-primary btn-sm">PDF</a> <span class="bg-info text-light px-1 py-1 float-right rounded"> Downloads <span 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