Relevant bibliographies by topics / Flange Local Buckling

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  1. Journal articles
  2. Dissertations / Theses
  3. Book chapters
  4. Conference papers
  5. Reports

Academic literature on the topic 'Flange Local Buckling'

Author: Grafiati
Published: 4 June 2021
Last updated: 1 February 2022

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Journal articles on the topic "Flange Local Buckling"

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Dawe, J. L., and T. S. Lee. "Local buckling of Class 2 beam-column flanges." Canadian Journal of Civil Engineering 20, no. 6 (1993): 931–39. http://dx.doi.org/10.1139/l93-125.

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Test results are presented and discussed for 18 beam-column specimens subjected to flange local buckling resulting from applied axial and flexural forces. Flanges classified as Class 2 by CAN3-S16.1-M84 “Steel structures for buildings (limit states design)” are investigated. Three different sizes of W shape with different height and web thickness ratios within the Class 2 range were used in this investigation. The flange width-to-thickness ratio was kept constant at the current Class 2 limit [Formula: see text]. Results of this investigation show that the conventional value of plastic moment reduced in the presence of axial load, as based on studies in the late 1950s, does not apply to Class 2 sections. This discrepancy had previously been predicted by an analytical study using an extended Rayleigh–Ritz technique and presented in 1980. Experimental results presented herein verify these predictions. Key words: axial, beam-column, buckling, compact, Class 2, interaction, slenderness.
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Kabir, Mohammad Z., and Archibald N. Sherbourne. "Local buckling of thin-walled fibre composite beams under transverse loading." Canadian Journal of Civil Engineering 26, no. 1 (1999): 107–18. http://dx.doi.org/10.1139/l98-050.

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Plate structures are often subjected to differential compression due to nonuniform bending during their service life. In practice, most beams are subjected to transverse loads that create moment gradient; the resulting loading system for such beams is a combination of longitudinal stress gradient with associated shearing and transverse stresses. This paper presents a theoretical view of elastic local instability of anisotropic composite beams which are treated as assemblies of symmetric angle-ply composite plates buckling under nonlinear varying, uniaxial compressive forces. Uniformly distributed load and central concentrated load are two common loading systems acting on simply supported, wide-flange I-section beams. The Galerkin method is applied to the resulting plate equilibrium equations. The present study shows that the buckling load obtained from the proposed approach for composite flanges is greater than that obtained by existing solutions. Results also show that for beams subjected to the uniformly distributed load loading system, local buckling may be initiated in the web, especially for short-span deep beams. However, under the central concentrated load loading system, the compressive flange limits buckling strength.Key words: local buckling, stress gradient, fibre composite, pultruded beam.
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Elamary, Ahmed S., Yasir Alharthi, Osama Abdalla, Muwaffaq Alqurashi, and Ibrahim A. Sharaky. "Failure Mechanism of Hybrid Steel Beams with Trapezoidal Corrugated-Web Non-Welded Inclined Folds." Materials 14, no. 6 (2021): 1424. http://dx.doi.org/10.3390/ma14061424.

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Literature of Steel Beams with a thin-walled trapezoidal Corrugated Web (SBCWs) shows that the capacity of SBCWs is affected by both the fatigue cracks initiated along the inclined folds (IFs) and the maximal additional stress located in the middle of the IFs. An experimental investigation on the behaviour of hybrid SBCWs under flexure is presented in this paper. This study focuses on the effect of the welding IF between the web and flanges (IFs welded or non-welded), the horizontal-fold length (200, 260, and 350 mm), and transversal flange stiffeners on the failure mechanism of the SBCW under three line load. Accordingly, six hybrid specimens were fabricated, instrumented, and tested (five SBCW specimens and one specimen with a flat web). The test setup was designed to generate shear and a moment in the testing zone via three-point bending. The results indicated that non-welded IFs specimens with or without flange stiffeners failed owing to web tearing after web and flange local buckling. The failure mode of the specimen with continuous welding between the web and flanges was local flange buckling. Finally, the paper presents a comparison between the experimental results and the European Code to predict the capacity of the flange towards local buckling. It was concluded that the non-welding the IFs affected the inelastic behaviour and the capacity of the SBCWs. In addition, the bending resistance equations presented by EN 1993-1-5 can safely predict the test results of the non-welded inclined fold and yield a high safe variation.
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Paik, Jeom Kee, Anil K. Thayamballi, and Young Eel Park. "Local Buckling of Stiffeners in Ship Plating." Journal of Ship Research 42, no. 01 (1998): 56–67. http://dx.doi.org/10.5957/jsr.1998.42.1.56.

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The aim of the present study is to analytically investigate the characteristics of local buckling of the stiffener web in the stiffened panels under uniaxial compressive loads. A plate-stiffener combination model is used as representative of the stiffened panel. The elastic buckling condition for the stiffener web is analytically derived by solving the characteristic value problem involving the governing differential equation under the corresponding loading and boundary conditions. A series of analyses of stiffener web buckling strength for varying proportions of plating and web/flange is carried out. Based on the computed results, a basic investigation of stiffener web buckling is made. Closed-form approximate expressions for predicting the buckling strength of the stiffener web are derived taking into account the influence of rotational restraints at the plate-stiffener web connection and stiffener web-flange intersections. Design considerations for potentially preventing buckling of the stiffener web are then discussed. The computed basic results for the stiffener web buckling coefficient are documented.
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Brzezińska, K., and A. Szychowski. "Stability and Resistance of Steel Continuous Beams with Thin-Walled Box Sections." Archives of Civil Engineering 64, no. 4 (2018): 123–43. http://dx.doi.org/10.2478/ace-2018-0048.

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AbstractThe issues of local stability and ultimate resistance of a continuous beam with thin-walled box section (Class 4) were reduced to the analysis of the local buckling of bilaterally elastically restrained internal plate of the compression flange at longitudinal stress variation. Critical stress of the local buckling was determined using the so-called Critical Plate Method (CPM). In the method, the effect of the elastic restraint of the component walls of the bar section and the effect of longitudinal stress variation that results from varying distribution of bending moments were taken into account. On that basis, appropriate effective characteristics of reliable sections were determined. Additionally, ultimate resistances of those sections were estimated. The impact of longitudinal stress variation and of the degree of elastic restraint of longitudinal edges on, respectively, the local buckling of compression flanges in the span section (p) and support section (s) was analysed. The influence of the span length of the continuous beam and of the relative plate slenderness of the compression flange on the critical ultimate resistance of box sections was examined.
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Bank, L. C., M. Nadipelli, and T. R. Gentry. "Local Buckling and Failure of Pultruded Fiber-Reinforced Plastic Beams." Journal of Engineering Materials and Technology 116, no. 2 (1994): 233–37. http://dx.doi.org/10.1115/1.2904278.

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An experimental investigation of the local compression flange buckling and failure of commercially produced pultruded fiber-reinforced plastic (FRP) I-shaped beams is described in this paper. Results of tests on pultruded E-glass/polyester and E-glass/vinylester composite material beams are described. The test configuration was designed to cause local buckling and ultimate failure of the compression flange of the beams and to prevent global lateral-torsional buckling. The beams were stiffened to prevent crippling and warping at the supports, and local tensile failure at the load points. All beams were monitored with strain gages and LVDT’s. Buckling loads, failure loads, buckling stresses, deflections, and failure modes are reported. Effective mechanical properties of the beams, obtained from overall flexural and shear strain data, are presented. A discussion of the different failure characteristics of the polyester and the vinylester beams is provided.
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Liu, Tianqiao, and Kent A. Harries. "Flange local buckling of pultruded GFRP box beams." Composite Structures 189 (April 2018): 463–72. http://dx.doi.org/10.1016/j.compstruct.2018.01.101.

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Möller, Mikael, Bernt Johansson, and Peter Collin. "A new analytical model of inelastic local flange buckling." Journal of Constructional Steel Research 43, no. 1-3 (1997): 43–63. http://dx.doi.org/10.1016/s0143-974x(97)00025-4.

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

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Low elastic modulus of aluminum alloy gives prominence to lateral and local buckling of members, especially when thin walled sections are adopted to save material usage. Under certain conditions of loads and constraint, local buckling would occur in aluminum beams. A numerical study to assess the local stability of aluminum I section beams is presented in this paper. The study focused on two aspects: the local buckling of aluminum flange plate under compression, the local buckling of aluminum web plate under bending and shear. An extensive parameter analysis including width-to-thickness ratio, initial imperfection, material constitutive relation and restriction effect from adjacent plates was carried out with the purpose of extracting several governing parameters and investigating their effects on the local buckling of aluminum plate. Based upon the results of finite element analysis (FEA), a new design method in connection with the local stability of aluminum I section beams has been developed. By virtue of the proposed design method, three key indicators that include the critical value of width-to-thickness ratio to prevent local buckling of aluminum flange plate under compression, the local stability of aluminum web plate under bending/shear and the bearing capacity of aluminum I section beams under the condition that the post buckling strength of web is taken into account, could be obtained to provide more rational and efficient designs. The proposed design method is different from the current Eurocode but acts in accordance with Chinese code for design of steel structures (Chinese steel code) in order to satisfy applicability.
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Wadee, M. Ahmer, and Leroy Gardner. "Cellular buckling from mode interaction in I-beams under uniform bending." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 468, no. 2137 (2011): 245–68. http://dx.doi.org/10.1098/rspa.2011.0400.

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Beams made from thin-walled elements, while very efficient in terms of the structural strength and stiffness to weight ratios, can be susceptible to highly complex instability phenomena. A nonlinear analytical formulation based on variational principles for the ubiquitous I-beam with thin flanges under uniform bending is presented. The resulting system of differential and integral equations are solved using numerical continuation techniques such that the response far into the post-buckling range can be portrayed. The interaction between global lateral-torsional buckling of the beam and local buckling of the flange plate is found to oblige the buckling deformation to localize initially at the beam midspan with subsequent cellular buckling (snaking) being predicted theoretically for the first time. Solutions from the model compare very favourably with a series of classic experiments and some newly conducted tests which also exhibit the predicted sequence of localized followed by cellular buckling.
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Dissertations / Theses on the topic "Flange Local Buckling"

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Vakiener, Adam R. "Preliminary investigation of flange local buckling in pultruded wide flange structural shapes." Thesis, Georgia Institute of Technology, 1990. http://hdl.handle.net/1853/19562.

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Slyh, Caleb E. "Investigation into POR-14-0630 Bridge Pile Failures." Ohio University / OhioLINK, 2019. http://rave.ohiolink.edu/etdc/view?acc_num=ohiou1553874013897449.

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Book chapters on the topic "Flange Local Buckling"

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McCarthy, M. J., and L. C. Bank. "Sensitivity Studies on Local Flange Buckling Equations for Pultruded Beams and Columns." In Advances in FRP Composites in Civil Engineering. Springer Berlin Heidelberg, 2011. http://dx.doi.org/10.1007/978-3-642-17487-2_23.

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Kujawa, M., and C. Szymczak. "Local buckling of compressed flange of cold-formed channel members made of aluminum alloy." In Shell Structures: Theory and Applications Volume 4. CRC Press, 2017. http://dx.doi.org/10.1201/9781315166605-126.

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"Thermal Local Buckling of Flanges and Webs." In Encyclopedia of Thermal Stresses. Springer Netherlands, 2014. http://dx.doi.org/10.1007/978-94-007-2739-7_100671.

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Lindner, J., and A. Rusch. "Influence of Local Buckling of Flanges on the Ultimate Load of I-Sections." In Stability and Ductility of Steel Structures (SDSS'99). Elsevier, 1999. http://dx.doi.org/10.1016/b978-008043016-4/50019-2.

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Schafer, B. W., and T. Peköz. "Local and Distortional Buckling of Cold-Formed Steel Members with Edge Stiffened Flanges." In Light-Weight Steel and Aluminium Structures. Elsevier, 1999. http://dx.doi.org/10.1016/b978-008043014-0/50113-x.

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Conference papers on the topic "Flange Local Buckling"

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Wu, Tung-Yu, Sherif El-Tawil, and Jason P. McCormick. "Experimental Study of Cyclic Flange Local Buckling." In Structures Congress 2018. American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481325.006.

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Szymczak, Czesław, and Marcin Kujawa. "Local buckling of thin-walled channel member flange made of aluminum alloy." In SCIENTIFIC SESSION OF APPLIED MECHANICS IX: Proceedings of the IX Polish National Conference on Applied Mechanics. Author(s), 2017. http://dx.doi.org/10.1063/1.4977688.

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Liu, Sumei, and Hanshan Ding. "Experimental study on shear behavior of curved box girders with corrugated steel webs." In IABSE Conference, Kuala Lumpur 2018: Engineering the Developing World. International Association for Bridge and Structural Engineering (IABSE), 2018. http://dx.doi.org/10.2749/kualalumpur.2018.0088.

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<p>Curved girder bridges with corrugated steel webs have already been constructed around the world; however, few works have been done on their shear behavior. To investigate the shear behavior of corrugated steel webs in curved girders, a curved box girder with corrugated steel webs was investigated and tested in current study. The method of three-point loading was used in the test. Test results indicate that the girder failed due to nonlinear shear buckling of the webs and the shear yield stress of the material was less than the elastic shear buckling stress of the corrugated steel webs. Failure of the corrugated steel webs was initiated by the local shear buckling of one of the corrugation panels, which propagated to other panels. In the failure stage, the interactive shear buckling occurred in outboard and inboard corrugated steel webs. In addition, many cracks appeared in the concrete top flange nearby the top supports and the concrete bottom flange between the 1/4 span to 3/4 span. The girder with corrugated steel webs can continue to resist the load after the occurrence of shear buckling. For the design of this type of curved box girder, it is necessary to consider the shear buckling of the corrugated steel webs.</p>
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Ma, Ming, and Owen F. Hughes. "Permanent Means of Access Structural Design Using Multi-Objective Optimization." In ASME 2011 30th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2011. http://dx.doi.org/10.1115/omae2011-49259.

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Permanent means of access (PMA) of oil tankers and bulk carries consists of a wide platform for walk through inspection. Since PMA structures have a tall web plate, they are vulnerable to elastic tripping. A previous paper [1] proposed a Rayleigh-Ritz method to analyze elastic tripping behavior of PMA structures. The method is parametric formulated, mesh free, computational efficient, and is able to predict both the flange plate critical tripping stress as well as the web plate local buckling stress; therefore the solution process is suitable for design space exploration. In this paper, multi-objective optimization methods are used to determine the Pareto solutions of a PMA structure based on the proposed tripping algorithm. The objective is to solve a design problem aimed at simultaneously minimizing the weight of a PMA structure and maximizing its critical buckling stress. Three multi-objective methods, Pareto Simulated Annealing (PSA), Ulungu Multi-objective Simulated Annealing (UMOSA) and Multi-objective Genetic Algorithm (MOGA) are presented for a case study. The numerical results show that all three methods can efficiently and effectively solve such optimization problems within a short search time. The critical buckling stress of the final optimal designs is validated by the linear and non-linear buckling analysis of NX-NASTRAN [2].
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Smith, Hunter, Yavuz Ayhan, and Ali Sari. "Fire Assessment of Steel Beam Members With Partial Passive Fire Protection Coverage." In ASME 2012 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/imece2012-88051.

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In offshore structures there are instances where the application of passive fire protection (PFP) is not possible or desired on certain portions of a structural member’s surface area. The most common cases are those where the top surface is left unprotected due to the presence of deck grating or plating. Current code and standard provisions on heat transfer and strength assessment of restrained flexural members are not directly applicable to these cases. Thus, a case study is presented for performing a fire assessment of a restrained plate girder subjected to jet fire impingement with the top flange surface left unprotected. To assess residual strength and perform non-linear analyses under combined thermal and static loading, a heat transfer analysis was first performed to obtain the time histories of the two dimensional heat distributions throughout the studied cross-section. The results showed that the top flange heats up rapidly and the heat conducts very slowly down the web to the rest of the cross-section, with a very large thermal gradient occurring over the height of the section. Approximate screening calculations for the cross-section, based on AISC capacity equations, indicated that the member will quickly exceed its elastic capacity and that local buckling may occur prior to yielding. Advanced non-linear finite element analysis of the mechanical response confirmed large amounts of plasticity and local buckling occur, but showed that global integrity of the member is maintained for the duration of the fire due to redundancy and catenary action. Recommendations and conclusions on analysis methods for partially protected deck members are made based on the results of this study.
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Arpacioglu, Bertan, and Altan Kayran. "Comparative Structural Optimization Study of Composite and Aluminum Horizontal Tail Plane of a Helicopter." In ASME 2019 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/imece2019-11153.

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Abstract This work presents structural optimization studies of aluminum and composite material horizontal tail plane of a helicopter by using MSC. NASTRAN SOL200 optimization capabilities. Structural design process starts from conceptual design phase, and structural layout design is performed by using CATIA. In the preliminary design phase, study focuses on the minimum weight optimization with multiple design variables and similar constraints for both materials. Aerodynamic load calculation is performed using ANSYS and the finite element model of the horizontal tail plane is created by using MSC.PATRAN. According to the characteristics of materials, design variables are chosen. For the aluminum horizontal tail, thickness and flange areas are used as the design variables; and for composite horizontal tail, attention is mainly focused on the ply numbers and ply orientation angles of the laminated composite panels. By considering the manufacturability issues, discrete design variables are used. For three different mesh densities, different initial values of the design variables, and similar design constraints, optimizations are repeated and the results of optimizations are examined and compared with each other. In the optimizations performed, constraints are taken as strength and local buckling constraints. It is shown that the optimization methodology used in this study gives confident results for optimizing structures in the preliminary design phase.
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Magnucka-Blandzi, Ewa, and Krzysztof Zajc. "Local and Global Buckling of Thin-Walled Channel Beams with Orthotropic Flanges." In 10th Pacific Structural Steel Conference (PSSC 2013). Research Publishing Services, 2013. http://dx.doi.org/10.3850/978-981-07-7137-9_235.

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Selamet, Serdar, and Maria E. Garlock. "Local Buckling Study of Flanges And Webs in I-Shapes at Elevated Temperatures." In Structures Congress 2010. American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41130(369)144.

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Nakamura, Izumi, Akihito Otani, and Masaki Shiratori. "Failure Behavior of Elbows With Local Wall Thinning Under Cyclic Load." In ASME/JSME 2004 Pressure Vessels and Piping Conference. ASMEDC, 2004. http://dx.doi.org/10.1115/pvp2004-2950.

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Pressurized piping systems used in nuclear power plants are supposed to be degraded by the effects of aging. Local wall thinning is one of the defects considered to be caused in piping systems due to the effects of aging, but the failure behavior of thinned wall pipes under seismic load is still not clear. Therefore an experimental and analytical study to clarify the failure behavior of thinned wall pipes is being conducted. In this paper, the experimental results of locally thinned wall elbows under cyclic bending load are described. Displacement-controlled cyclic bending tests were conducted on elbows with local wall thinning. The test models were pressurized to 10MPa with room temperature water and were subjected to in-plane or/and out-of-plane cyclic bending load until their failures. From the tests, the failure modes of the thinned wall elbows were found to be fatigue failure at the flank of the elbow, or fatigue and buckling failure accompanied with ratchet deformation. It was also found that the life of the thinned wall elbow subjected to out-of-plane bending were extremely lower than that of the elbow without wall thinning. The failure modes and fatigue lives of elbows seemed to be affected by a ratchet phenomenon.
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Reports on the topic "Flange Local Buckling"

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HYSTERETIC PERFORMANCE OF WEAK-AXIS CONNECTION WITH I-SHAPED PLATES IN STEEL FRAME. The Hong Kong Institute of Steel Construction, 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.1.

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This paper elucidates numerically the behavior of weak-axis moment connections proposed by welding I-shaped plates in the H-section column to increase connection strength and ductility in steel frame. After validating the numerical methods through comparing the results of numerical analysis and experiments, the effectiveness of the proposed weak-axis connection were examined through comparing to the traditional weak-axis connection. The proposed weak-axis connection could move the highest stresses away from the start-stop points of a weld, and thus preventing the premature brittle fracture of the beam flange welds. The plastic hinge formed away from the beam-column interface, while the local buckling occurred in the weld access holes region in the traditional weak-axis connection. The proposed weak-axis connections can be classified as rigid in a strong-bracing system, and be classified as semi-rigid in weak-supported or unsupported system. And then a series of parametric studies was conducted to better understand the behavior of proposed weak-axis moment connections. The force-displacement relationships, location of the plastic hinge, Mises index (MI), triaxiality index (TI) and rupture index (RI) distributions at the beam flange welds were reported in detail. According to the numerical analysis, the design variables of I-shaped plates and widened flange plate are suggested, along with a design procedure.
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