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Littérature scientifique sur le sujet « Buckling (Mechanics) Lateral loads »

Auteur : Grafiati
Publié le 4 juin 2021
Mis à jour le 9 février 2022

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Articles de revues sur le sujet "Buckling (Mechanics) Lateral loads"

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Huang, Wenjun, Deli Gao et Yinghua Liu. « Buckling Analysis of Tubular Strings With Connectors Constrained in Vertical and Inclined Wellbores ». SPE Journal 23, no 02 (12 décembre 2017) : 301–27. http://dx.doi.org/10.2118/180613-pa.

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Summary A new concept is proposed in the local tubular mechanical model, which provides a more-sophisticated description of tubular mechanical behaviors from a local perspective. The principles and assumptions for the local mechanical model are presented. Under these assumptions, the mechanical behaviors of tubular strings with connectors under nonbuckling/lateral-buckling, interhelical-buckling, and intrahelical-buckling modes in vertical and inclined wellbores are studied. The critical interhelical-buckling and intrahelical-buckling loads are deduced with the assumed load-displacement curve and potential-energy factor. The contact states under every buckling mode are divided into no contact, point contact, and wrap contact, and the critical contact loads are deduced with critical contact conditions. The results of critical buckling loads, critical contact loads, contact forces, and maximum bending moments are compared, and these results are given in explicit forms for the convenience of application. The results show that buckling mode transforms from nonbuckling/lateral buckling to interhelical buckling to intrahelical buckling, and contact state transforms from no contact to point contact to wrap contact with the increase of axial force. The effects of connectors on buckling behaviors are determined by both the geometric and mechanical parameters of tubular strings with connectors. Connectors can inhibit the buckling problem and increase the axial force and torque transfer, but may increase the possibility of tubular failure. Therefore, these two effects of connectors should be considered comprehensively in the optimal design of connectors on tubular strings.
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PI, Y. L., M. A. BRADFORD, N. S. TRAHAIR et Y. Y. CHEN. « A FURTHER STUDY OF FLEXURAL-TORSIONAL BUCKLING OF ELASTIC ARCHES ». International Journal of Structural Stability and Dynamics 05, no 02 (juin 2005) : 163–83. http://dx.doi.org/10.1142/s0219455405001568.

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This paper uses both a virtual work approach and a static equilibrium approach to study the elastic flexural-torsional buckling of circular arches under uniform bending, or under uniform compression. In most studies of the elastic flexural-torsional buckling of arches under uniform compression produced by uniformly-distributed radial loads, the directions of the radial loads are conventionally assumed not to change but to remain parallel to their initial directions during buckling. In practice, the uniform compression may be produced by hydrostatic loads or by uniformly-distributed radial loads that are directed to a specific point during buckling. In addition, there are discrepancies between existing solutions for the elastic flexural-torsional buckling moment and load of arches under uniform bending or under uniform compression which need to be clarified. Closed form solutions for the buckling moment and load are developed. The discrepancies among the existing solutions for the elastic flexural-torsional buckling moment and load of arches are clarified and the sources for the discrepancies are identified. It is found that the lateral components of hydrostatic loads and of uniformly-distributed radial loads that are always directed toward the center of the arch increase the flexural-torsional buckling resistance of an arch under uniform compression. It is also found that first-order buckling deformations are sufficient for static equilibrium approaches for the flexural-torsional buckling analysis of arches. The rational static equilibrium approach for the flexural-torsional buckling in the present study is effective.
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Bank, L. C., M. Nadipelli et T. R. Gentry. « Local Buckling and Failure of Pultruded Fiber-Reinforced Plastic Beams ». Journal of Engineering Materials and Technology 116, no 2 (1 avril 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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Seifi, Rahman, et Ali Reza Kabiri. « Effects of lateral loads and constraints on buckling of cracked thin plates under compressive edge loads ». Meccanica 48, no 10 (28 juin 2013) : 2525–39. http://dx.doi.org/10.1007/s11012-013-9766-z.

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Peek, R., et M. El-Bkaily. « Postbuckling Behavior of Unanchored Steel Tanks Under Lateral Loads ». Journal of Pressure Vessel Technology 113, no 3 (1 août 1991) : 423–28. http://dx.doi.org/10.1115/1.2928777.

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A simplified approach is described for determining the extent of plastic buckling of the tank wall near the base (elephant’s foot bulging) for ground-supported unanchored liquid storage tanks subjected to seismic overturning moments. The method is applied to a 100-ft diameter and 40-ft high tank with a roof. Results show that the ultimate seismic overturning moment that can be withstood by the tank is 31 percent higher than the overturning moment at which elephant’s foot bulging begins. The reason for this is redistribution of vertical compressive stresses in the tank wall: initially these vertical compressive stresses are concentrated over a small contact length. However, as the elephant’s foot bulge develops, the size of the contact length increases, resulting in a more favorable distribution of stresses.
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Hieu, Pham Thanh, et Hoang Van Tung. « Postbuckling behavior of CNT-reinforced composite cylindrical shell surrounded by an elastic medium and subjected to combined mechanical loads in thermal environments ». Journal of Thermoplastic Composite Materials 32, no 10 (5 septembre 2018) : 1319–46. http://dx.doi.org/10.1177/0892705718796551.

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Cylindrical shells are usually buckled under complex and combined loading conditions. This article presents an analytical approach to investigate the buckling and postbuckling behaviors of cylindrical shells reinforced by single-walled carbon nanotubes, surrounded by an elastic medium, exposed to thermal environments, and subjected to combined axial compression and lateral pressure loads. Carbon nanotubes (CNTs) are imbedded into matrix phase by uniform distribution or functionally graded distribution along the thickness direction. The properties of constituents are assumed to be temperature dependent, and effective properties of CNT-reinforced composite (CNTRC) are determined by an extended rule of mixture. Governing equations are based on the classical shell theory (CST) taking von Karman–Donnell nonlinearity and surrounding elastic foundations into consideration. Three-term form of deflection is assumed to satisfy simply supported boundary conditions, and Galerkin method is applied to obtain nonlinear load–deflection relations from which buckling loads and postbuckling equilibrium paths are determined. Numerical examples are carried out to show the effects of CNT volume fraction, distribution types, thermal environments, preexisting nondestabilizing lateral pressure and axial compression loads, and elastic medium on the buckling and postbuckling behaviors of CNTRC cylindrical shells.
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TAKAGI, J., et M. OHSAKI. « DESIGN OF LATERAL BRACES FOR COLUMNS CONSIDERING CRITICAL IMPERFECTION OF BUCKLING ». International Journal of Structural Stability and Dynamics 04, no 01 (mars 2004) : 69–88. http://dx.doi.org/10.1142/s0219455404001136.

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The present paper discusses the design of column-type structures, which are composed of columns and lateral braces attached perpendicular to the columns. Buckling of the braces of this kind of structures directly leads to global buckling of the columns. The brace-buckling modes are successfully detected by considering higher-order geometrically nonlinear relations and by introducing Green's strain into the total potential energy of the structure. Sensitivity analysis of the eigenvalues of the tangent stiffness matrix under fixed load condition is carried out with respect to imperfections of the nodal locations. Furthermore, the critical imperfection that most drastically reduces the eigenvalues are calculated and buckling loads of the imperfect systems are evaluated. The numerical results show that the second or higher eigenmode of the tangent stiffness matrix of the perfect system should be sometimes used for estimating the buckling load of the imperfect system. Design examples are presented using the proposed method, and they are compared with those in accordance with an allowable-stress design standard. The results show a possibility of reducing the sizes of the brace sections.
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Wang, Chun Sheng, Xiao Liang Zhai et Jing Wei Zhu. « Bending Experimental Investigation for Concrete-Filled Rectangular Tubular Flange Composite Girders ». Advanced Materials Research 255-260 (mai 2011) : 1307–10. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.1307.

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A new steel-concrete composite girder which is an I-shaped girder with concrete-filled rectangular tubular flange was proposed in this paper. The web depth of the new composite girder is reduced, and lateral torsion buckling stiffness is improved, which can increase the buckling capacity of the girder. In order to study the bending capacity of concrete-filled rectangular tubular flange composite girders (CFRTFCG), the static tests of CFRTFCG with flat and corrugated webs under concentrate lateral loads had been performed. Based on the test results, the bending limit load capacity and mechanical behavior of the specimens were obtained, the bending failure mechanisms of CFRTFCG were also summarized.
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de Faria, A. R., et J. S. Hansen. « Buckling Optimization of Composite Axisymmetric Cylindrical Shells Under Uncertain Loading Combinations ». Journal of Applied Mechanics 68, no 4 (7 février 2000) : 632–39. http://dx.doi.org/10.1115/1.1311962.

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Optimal elastic buckling loads of composite axisymmetric circular cylinders under uncertain loading conditions are investigated. The mechanical loads applied to the cylinder are a combination of axial compression, lateral pressure, and torsion. Additionally, these loads are allowed to vary within a certain class of admissible loads during the optimization search, as opposed to the restriction of fixed loads in the traditional optimization. The consideration of a degree of uncertainty in the mechanical loads leads to optimal designs which are inherently insensitive to perturbations and/or randomness in the applied loads.
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Ghorbanpour Arani, A., M. Mohammadimehr, A. R. Saidi, A. Arefmanesh et Q. Han. « Pasternak effect on the buckling of embedded single-walled carbon nanotubes using non-local cylindrical shell theory ». Proceedings of the Institution of Mechanical Engineers, Part C : Journal of Mechanical Engineering Science 225, no 12 (4 août 2011) : 3045–59. http://dx.doi.org/10.1177/0954406211409511.

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In this article, the buckling analysis of a single-walled carbon nanotube using the non-local cylindrical shell theory under general loading embedded on the Winkler- and Pasternak-type foundations is presented. The effect of the surrounding elastic medium such as the Winkler-type spring constant and the Pasternak-type shear constant is taken into account in the present formulations. The non-local and local critical buckling loads are obtained under general loading such as the axial compression, lateral pressure, and torsional loading, and it is concluded from the results that the non-local critical buckling load under general loading is lower than the local critical buckling load. It is seen that the Winkler-type spring constant and Pasternak-type shear constant increase the non-local critical buckling load under general loading, therefore the difference between the presence and the absence of the Pasternak-type shear constant is large.
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Thèses sur le sujet "Buckling (Mechanics) Lateral loads"

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Chase, Robert P. « Large 3-D deflection and force analysis of lateral torsional buckled beams / ». Diss., CLICK HERE for online access, 2006. http://contentdm.lib.byu.edu/ETD/image/etd1644.pdf.

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Bamberg, Christopher Ryan. « Lateral Movement of Unbraced Wood Composite I-Joists Exposed to Dynamic Walking Loads ». Thesis, Virginia Tech, 2009. http://hdl.handle.net/10919/31977.

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The research summarized in this thesis is comprised of an experimental analysis of the mechanical behavior of a wood composite I-joist with different bracing configurations exposed dynamic walking loads. Three 16 in. deep GPI® 65 I-joists were simply supported and laid parallel to each other, while the bracing was attached to the top flange. Five different brace stiffnesses were used: zero stiffness (control), 1.2 lb/in., 8.5 lb/in., 14.0 lb/in. and infinitely stiff. Two different brace configurations were used: one-quarter of the span length (60 in.) and one third the span length (80 in.). The dynamic walking loads consisted of human test subjects attached to a safety platform walking across the I-joist at a designated pace.

Experimental results for this research consisted of the I-joistâ s lateral accelerations, lateral displacements and twist. An Analysis of Covariance (ANCOVA) was used for the statistical analysis of the results and was performed for each measurement. The statistical analysis determined the effects of different bracing configurations, stiffnesses, measurement locations as well as test subjectsâ weight and occupation.

Test results and observed trends are provided for all test configurations. Lateral displacement and twist experienced the same trend throughout the experiment: as brace stiffness increased, lateral displacement and twist decreased. This correlated with basic beam theory and bracing fundamentals. It should be noted that as the stiffness increased, the effect on lateral displacement and twist response decreased.

However, the trend for lateral displacement and twist was not observed for the lateral accelerations. The 1.2 lb/in. brace stiffness had much larger lateral accelerations for the 60 in. brace configuration throughout the span and were also larger at the bracing point for the 80 in. brace configuration. This could have been due to the energy applied from the springs or a natural frequency of the I-joist system could have been reached during testing. However, the other four brace stiffnesses followed the same trend as the lateral displacements and twist.

In addition, this research demonstrates a method for the measurement of lateral buckling due to worker loads. The mitigation of lateral buckling can use appropriate bracing systems. The measurements of the change in lateral buckling behavior can be used to develop safety devices and ultimately ensure the protection of construction workers.
Master of Science

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Kalkan, Ilker. « Lateral torsional buckling of rectangular reinforced concrete beams ». Diss., Atlanta, Ga. : Georgia Institute of Technology, 2009. http://hdl.handle.net/1853/31788.

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Thesis (Ph.D)--Civil and Environmental Engineering, Georgia Institute of Technology, 2010.
Committee Chair: Zureick Abdul-Hamid; Committee Member: Ellingwood, Bruce R.; Committee Member: Kahn, Lawrence F.; Committee Member: Kardomateas, George A.; Committee Member: Will, Kenneth M. Part of the SMARTech Electronic Thesis and Dissertation Collection.
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Wilmer, Archie. « Analytic expression of the buckling loads for stiffened plates with bulb-flat flanges ». Monterey, Calif. : Springfield, Va. : Naval Postgraduate School ; Available from National Technical Information Service, 2003. http://library.nps.navy.mil/uhtbin/hyperion-image/03Jun%5FWilmer%5FPhD.pdf.

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Wang, Xiaobo Elgaaly Mohamed. « Behavior of steel members with trapezoidally corrugated webs and tubular flanges under static loading / ». Philadelphia : Drexel University, 2003. http://dspace.library.drexel.edu/handle/1721.1/98.

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Stoddard, William Patrick. « Lateral-torsional buckling behavior of polymer composite I-shaped members ». Diss., Georgia Institute of Technology, 1997. http://hdl.handle.net/1853/19275.

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Zhang, Shu. « Lateral-torsional buckling of simply supported and cantilevered fiber reinforced polymeric I-beams ». Diss., Georgia Institute of Technology, 2000. http://hdl.handle.net/1853/20305.

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Timko, Paul Daniel. « Finite Element Analysis of Unbraced Structural Wood I-Joists Under Construction Loads ». Thesis, Virginia Tech, 2009. http://hdl.handle.net/10919/42527.

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The research summarized the experimental analysis and finite element modeling of the lateral and rotational response of unbraced wood composite I-joists to worker loads. All experimentation and modeling was conducted on simply supported I-joists varying from 11-7/8 inches to 14 inches in depth and 20 feet to 24 feet in length. I-joists were subjected to static and dynamic loads. The deflections of the top and bottom flanges, as well as the rotation, were measured or calculated at both one-half and one-quarter the span length. The overall goal of this project is to accurately model the lateral and rotational displacements caused by human load effects. I-joists were first tested statically by subjecting each joist to a three point bending test, free from all lateral restraints. This test was necessary to prove that the performance of the joists was repeatable. Lateral and rotational stiffness of the joist were calculated at one-half and one-quarter of the span length. The static experimental tests results were statistically analyzed using an analysis of variance (ANOVA) test. The results from this analysis indicated no difference between repetitions of the same joist; however, the test did indicate that there was a significant difference between joists of the same manufacture and size. Dynamic testing was then conducted. Dynamic loads were induced by having test subjects traverse each I-joist. The resulting loads induced at the top and bottom flanges were recorded for use in the finite element model. The lateral deflections and induced loads were compared to the static weight of the test subject and analyzed with an ANOVA test. The results indicated an increase in both the induced load and resulting deflection with an increase in weight. The analysis also indicated an increase in load and deflection with a decrease in lateral and rotational joist stiffness. The recorded load values from the dynamic test were used as inputs into a finite element model. The resulting lateral deflections of the midpoint and quarter point were generated. The rotation of the beam was calculated from the difference between the top and bottom flange. Experimental results and finite element model results were compared by calculating a running average of the error between the acquired data and the finite element model. The model was said to be valid until the average model error reached 10 percent of the maximum acquired test value. All six deflection readings were analyzed in this manner. The percent of beam at which the model no long represented the test data was determined for each data set. This point was averaged across all deflection readings of similar joists and across all data sets of the same joist type. The model predicted the 20 foot long 11-7/8 and 14 inch deep joists until 54.5 percent and 51.2 percent, respectively, of the beam completed by the test subject. However, the 24 foot long 11-7/8 inch deep joist was only accurate to 31.2 percent of the beam completed by the test subject. Differences in peak values, and the time at which the peak values occurred were also analyzed using an ANOVA test. There was a significant difference between the peak values of the acquired test data and the deflections generated with the finite element model. However, there was no significance within the time that the peak values occurred between the model and experimental results. A simplified pseudo dynamic analysis was conducted using a constant percentage of the test subject's static weight applied to the top and bottom flange. This approximation proved adequate for the lateral displacement and rotation of the 11-7/8 inch and 14 inch deep and 20 foot long I-joists. However, the model became un-conservative for the 11-7/8 inch deep and 24 foot I-joists.
Master of Science
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Yang, Yu-Wen. « Behavior of three-span braced columns with equal and unequal spans ». Thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-07292009-090428/.

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Broderick, Rick D. « Statnamic lateral loading testing of full-scale 15 and 9 group piles in clay / ». Diss., CLICK HERE for online access, 2007. http://contentdm.lib.byu.edu/ETD/image/etd1800.pdf.

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Livres sur le sujet "Buckling (Mechanics) Lateral loads"

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Dickel, Timm. Ideale Biegedrillknickmomente : Kurventafeln für Durchlaufträger mit doppelt-symmetrischem I-Querschnitt = Lateral-torsional buckling coefficients : diagrams for continuous beams with doubly symmetric I-sections. Braunschweig : Vieweg, 1991.

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Reese, Lymon C. Behavior of piles and pile groups under lateral load. McLean, Va : U.S. Dept. of Transportation, Federal Highway Administration, Research, Development, and Technology, 1986.

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F, Van Impe W., dir. Single piles and pile groups under lateral loading. Rotterdam : Balkema, 2001.

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Stein, Manuel. Postbuckling response of long thick plates loaded in compression including higher order transverse shearing effects. Hampton, Va : National Aeronautics and Space Administration, Langley Research Center, 1990.

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ASME Pressure Vessels and Piping Conference. (1988 Pittsburgh, Pa.). Application of modal analysis to extreme loads : Presented at 1988 ASME Pressure Vessels and Piping Conference, Pittsburgh, Pennsylvania, June 19-23, 1988 : sponsored by the Pressure Vessels and Piping Division, ASME. New York : American Society of Mechanical Engineers, 1988.

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Hyer, M. W. Innovative design of composite structures : The use of curvilinear fiber format to improve buckling resistance of composite plates with central circular holes. Blacksburg, VA : College of Engineering, Virginia Polytechnic Institute and State University, 1990.

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Hyer, M. W. Innovative design of composite structures : The use of curvilinear fiber format to improve buckling resistance of composite plates with central circular holes. Blacksburg, VA : College of Engineering, Virginia Polytechnic Institute and State University, 1990.

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Hyer, M. W. Innovative design of composite structures : Further studies in the use of a curvilinear fiber format to improve structural efficiency. Blacksburg, Va : College of Engineering, Virginia Polytechnic Institute and State University, 1988.

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Hyer, M. W. Innovative design of composite structures : Design, manufacturing, and testing of plates utilitzing [sic] curvilinear fiber trajectories : final report for NASA. Blacksburg, VA : College of Engineering, Virginia Polytechnic Institute and State University ; Hampton, VA, 1994.

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Hyer, M. W. Innovative design of composite structures : Axisymmetric deformations of unsymmetrically laminated cylinders loaded in axial compression : semiannual status report. Blacksburg, Va : College of Engineering, Virginia Polytechnic Institute and State University, 1990.

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Chapitres de livres sur le sujet "Buckling (Mechanics) Lateral loads"

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Schaeffner, Maximilian, Christopher M. Gehb, Robert Feldmann et Tobias Melz. « Forward vs. Bayesian Inference Parameter Calibration : Two Approaches for Non-deterministic Parameter Calibration of a Beam-Column Model ». Dans Lecture Notes in Mechanical Engineering, 173–90. Cham : Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-77256-7_15.

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AbstractMathematical models are commonly used to predict the dynamic behavior of mechanical structures or to synthesize controllers for active systems. Calibrating the model parameters to experimental data is crucial to achieve reliable and adequate model predictions. However, the experimental dynamic behavior is uncertain due to variations in component properties, assembly and mounting. Therefore, uncertainty in the model parameters can be considered in a non-deterministic calibration. In this paper, we compare two approaches for a non-deterministic parameter calibration, which both consider uncertainty in the parameters of a beam-column model. The goal is to improve the model prediction of the axial load-dependent lateral dynamic behavior. The investigation is based on a beam-column system subjected to compressive axial loads used for active buckling control. A representative sample of 30 nominally identical beam-column systems characterizes the variations in the experimental lateral axial load-dependent dynamic behavior. First, in a forward parameter calibration approach, the parameters of the beam-column model are calibrated separately for all 30 investigated beam-column systems using a least squares optimization. The uncertainty in the parameters is obtained by assuming normal distributions of the separately calibrated parameters. Second, in a Bayesian inference parameter calibration approach, the parameters are calibrated using the complete sample of experimental data. Posterior distributions of the parameters characterize the uncertain dynamic behavior of the beam-column model. For both non-deterministic parameter calibration approaches, the predicted uncertainty ranges of the axial load-dependent lateral dynamic behavior are compared to the uncertain experimental behavior and the most accurate results are identified.
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Nobile, Lucio. « Buckling Analysis of Cracked Columns Subjected to Lateral Loads ». Dans Particle and Continuum Aspects of Mesomechanics, 217–28. London, UK : ISTE, 2010. http://dx.doi.org/10.1002/9780470610794.ch21.

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Antman, Stuart S. « Large Lateral Buckling of Nonlinearly Elastic Beams ». Dans The Breadth and Depth of Continuum Mechanics, 233–45. Berlin, Heidelberg : Springer Berlin Heidelberg, 1986. http://dx.doi.org/10.1007/978-3-642-61634-1_10.

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Bradford, M., et X. Liu. « Lateral buckling of high-strength steel beams ». Dans Insights and Innovations in Structural Engineering, Mechanics and Computation, 1132–38. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742 : CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-186.

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Van Rensburg, B., et S. Skorpen. « Effective length factors for the lateral torsional buckling of cantilever beams ». Dans Insights and Innovations in Structural Engineering, Mechanics and Computation, 726–30. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742 : CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-119.

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Fortan, M., O. Zhao et B. Rossi. « Lateral torsional buckling of welded duplex stainless steel I section beams ». Dans Insights and Innovations in Structural Engineering, Mechanics and Computation, 1113–18. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742 : CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-183.

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Cho, Young Sang, Lin Xia, Seong Uk Hong, Seong B. Kim et Jun S. Bae. « Study of Optimized Steel Truss Design Using Neural Network to Resist Lateral Loads ». Dans Advances in Fracture and Damage Mechanics VI, 405–8. Stafa : Trans Tech Publications Ltd., 2007. http://dx.doi.org/10.4028/0-87849-448-0.405.

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Stroetmann, R. « Local torsional restraints of I-beams and its effect on lateral torsional buckling ». Dans Insights and Innovations in Structural Engineering, Mechanics and Computation, 700–705. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742 : CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-115.

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Tran, Anh Tuan. « Lateral-torsional buckling resistance of cold-formed high strength steel rectangular hollow beams ». Dans Insights and Innovations in Structural Engineering, Mechanics and Computation, 1051–54. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742 : CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-173.

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Vila Real, P. M. M., N. Lopes, Silva L. da Simões et C. Rebelo. « Numerical Validation of the Eurocode 3 Design Rules for Lateral-Torsional Buckling of I-Beams ». Dans III European Conference on Computational Mechanics, 699. Dordrecht : Springer Netherlands, 2006. http://dx.doi.org/10.1007/1-4020-5370-3_699.

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Actes de conférences sur le sujet "Buckling (Mechanics) Lateral loads"

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Rathbone, Andrew, Mahmoud Abdel-Hakim, Gary Cumming et Knut To̸rnes. « Reliability of Lateral Buckling Formation From Planned and Unplanned Buckle Sites ». Dans ASME 2008 27th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2008. http://dx.doi.org/10.1115/omae2008-57300.

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Global buckling for exposed HPHT (High Pressure / High Temperature) subsea pipelines is an important feature that needs to be assessed during detailed design. By safely triggering controlled buckles at predetermined locations and considering the potential for rogue buckles to be triggered by seabed or pipelay out-of-straightness features, a robust design solution can be obtained. This paper presents a methodology whereby quantitative risk assessment may be carried out on the reliability of lateral buckling initiation systems, considering the pipeline in its entirety, rather than considering each intended buckle individually. This method accounts for buckle interaction when calculating the post-buckle loads, and allows simple incorporation of potential rogue sites through vertical and/or horizontal out-of-straightness. The results of the risk assessment can be defined in terms of buckle formation reliability, and design stress/strain criteria.
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Peek, Ralf, Ian Matheson, Malcolm Carr, Paul Saunders et Nigel George. « Thermal Expansion by Lateral Buckling : Structural Reliability Analysis for the Penguins Flowline ». Dans ASME 2004 23rd International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2004. http://dx.doi.org/10.1115/omae2004-51199.

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The Penguins pipeline is a 60 km PIP system designed to buckle laterally on the seabed. This is an effective way to accommodate thermal expansion. However excessive bending could lead to local buckling or wrinkling of the pipe wall. Existing design criteria based on load-controlled or displacement-controlled conditions are not directly applicable here, because the actual conditions fall somewhere in between. For this reason a structural reliability analysis has been performed for the Penguins flowline, to demonstrate that it is safe to allow the flowline to buckle laterally. Thereby the uncertainties that can affect the peak bending moments and curvatures at the buckles are addressed explicitly i.e. one does not rely on an assumption of load- or displacement control. This paper describes how describes how the various uncertainties are combined to assess the structural reliability. Details of the various inputs, including full-scale tests and finite element analyses addressing both global response and local buckling or wrinkling to develop the capacity and response functions are reported in a companion paper.
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Carr, Malcolm, Ian Matheson, Ralf Peek, Paul Saunders et Nigel George. « Load and Resistance Modelling of the Penguins Pipe-in-Pipe Flowline Under Lateral Buckling ». Dans ASME 2004 23rd International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2004. http://dx.doi.org/10.1115/omae2004-51192.

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The Penguins pipeline is a 60 km PIP system design to buckle laterally on the seabed. For a PIP system, a key failure mode is wrinkling of the outer pipe at the field joint due to excessive bending. For the Penguins PIP it was decided to use a moment-based approach to this failure mode, but to reduce the uncertainties on the load and capacity so that higher design factors could be justified. A structural reliability assessment (SRA) was employed in order to confirm suitable safety factors. This paper describes the development of the capacity and response functions required to undertake the SRA for the pipeline. The response function defines the maximum bending moment as a function of key uncertain parameters. The required relationships were based on an extensive series of lateral buckling analyses of the PIP system. The resulting response function can also be used to assess to what extent the loading is moment-controlled or curvature-controlled. To define the capacity function full-scale testing of the PIP field joint configuration was undertaken and was supported by extensive FEA modelling.
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de Oliveira Cardoso, Carlos, Alvaro Maia da Costa et Rafael Familiar Solano. « HP-HT Pipeline Cyclic Behavior Considering Soil Berms Effect ». Dans 25th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2006. http://dx.doi.org/10.1115/omae2006-92375.

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This article presents a numerical study for the Petrobras HP-HT pipeline P-53/PRA-1 that will be installed at Marlim Leste field in Campos Basin offshore Brazil. This pipeline will connect P-53 platform in deep-water (1031m) to an Autonomous Platform for Intermediate Pumping (PRA-1) in shallow water (100m). HP-HT pipelines resting on seabed can develop thermal buckling, which is an important concern for the pipeline structural integrity. The aim of this study is to verify the P-53/PRA-1 pipeline behavior during lateral buckling due to thermal cycles and pressure variations, using a new approach for the pipe-soil interaction model in contrast with the traditional Mohr-Coulomb friction model. The pipe-soil interaction model considers soil berms formed due to pipe cyclic displacements, representing different phases of the soil lateral reaction force versus displacement curve: breakout force, suction release, berm formation and residual resistance. The results presented compare the traditional Mohr-Coulomb model with the proposed one for several loads cycles, analyzing displacements, stresses and strains behavior during thermal buckling.
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Pignataro, Marcello, Giuseppe Ruta, Nicola Rizzi et Valerio Varano. « Effects of Warping Constraints and Lateral Restraint on the Buckling of Thin-Walled Frames ». Dans ASME 2009 International Mechanical Engineering Congress and Exposition. ASMEDC, 2009. http://dx.doi.org/10.1115/imece2009-12254.

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We present the effect of warping constraints on the buckling of a thin-walled two-bar (‘Roorda’) plane frame subjected to a ‘dead’ load at the joint. The hinges with the ‘ground’ allow rotation with axis perpendicular to the frame plane; the joint is constrained in the same direction to simulate a 3D-frame. Warping constraints are considered; the restraint at the joint is first supposed rigid and fixed, then is supposed linear elastic to account for different lateral restraint. Critical loads are evaluated numerically; an analysis of the post-buckling behaviour will be part of future investigations.
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Mehrbod, Mehrdad, et Mohammad R. K. Mofrad. « On the Mechanics of Microtubule Filaments ». Dans ASME 2011 Summer Bioengineering Conference. American Society of Mechanical Engineers, 2011. http://dx.doi.org/10.1115/sbc2011-53896.

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Quantitative understanding of cell mechanics has challenged biological scientists during the past couple of decades. one of the promising attempts towards mechanical modeling of the cytoskeleton has been the “tensegrity” cytoskeletal model, which simplifies the complex network of cytoskeletal filaments as a structure merely composed of compression-bearing elements (hinge-ended struts) and tensile members (cables). This discrete model can interestingly explain many experimental observations in cell mechanics. However, evidence suggests that the simplicity of this model may undermine the accuracy of its predictions [1–2]. Continuum mechanics predicts that a free, simply-supported beam tends to buckle in the first mode of buckling and that is the case for an in vitro loading of a single microtubule. However, in vivo imaging of microtubules indicates that the buckling mostly occurs in higher modes. This buckling mode switch takes place mostly because of lateral support of microtubules via their connections to actin and intermediate filaments, which themselves are tensile members of the tensegrity cytoskeleton model. Since these loads are exerted throughout the microtubule length, they introduce a considerable amount of microtubule bending behavior. The objective of this paper is to explore the influence of this flexural behavior on the accuracy of the tensegrity model, given the model’s underlying assumption that “every single member bears solely either tensile or compressive behavior”.
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Harutyunyan, S., D. J. Hasanyan et R. B. Davis. « Buckling of Stiffened Curved Panels and Cylindrical Shells : A Study of Comparison Among Various Theories ». Dans ASME 2012 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/imece2012-88380.

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Formulation is derived for buckling of the circular cylindrical shell with multiple orthotropic layers and eccentric stiffeners acting under axial compression, lateral pressure, and/or combinations thereof, based on Sanders-Koiter theory. Buckling loads of circular cylindrical laminated composite shells are obtained using Sanders-Koiter, Love, and Donnell shell theories. These theories are compared for the variations in the stiffened cylindrical shells. To further demonstrate the shell theories for buckling load, the following particular case has been discussed: Cross-Ply with N odd (symmetric) laminated orthotropic layers. For certain cases the analytical buckling loads formula is derived for the stiffened isotropic cylindrical shell, when the ratio of the principal lamina stiffness is F = E2/E1 = 1. Due to the variations in geometrical and physical parameters in theory, meaningful general results are complicated to present. Accordingly, specific numerical examples are given to illustrate application of the proposed theory and derived analytical formulas for the buckling loads. The results derived herein are then compared to similar published work.
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Srinivasan, Malur N., et Vanchak Chayakul. « Buckling Behavior of Glass-Fiber Reinforced Polyester Pultruded Columns ». Dans ASME 2011 International Mechanical Engineering Congress and Exposition. ASMEDC, 2011. http://dx.doi.org/10.1115/imece2011-62216.

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Fiber-reinforced plastic materials are used for lightweight structural applications in engineering. This paper is intended to contribute to knowledge of the buckling behavior of glass-fiber reinforced polyester (GFRP) composite I-section pultruded columns. Columns of two different lengths: 5.5 ft and 8.33 ft were axisymmetrically or eccentrically loaded in compression, until failure and the mid-point lateral deflections were measured during loading. Euler’s theory was used to determine theoretical deflection for comparison with the experimentally determined ultimate loads in the axisymmetrically loaded columns. An equation derived from the differential equation of the deflection curve was used for comparison with the experimental load-deflection curves for the eccentrically loaded columns. Limited scanning electron microscopy was done to differentiate between the microscopic failures in I-section columns.
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Zhu, Linfa, Zhimin Tan, Victor Pinheiro Pupo Nogueira, Jian Liu et Judimar Clevelario. « Prediction and Qualification of Radial Birdcage and Lateral Buckling of Flexible Pipes in Deepwater Applications ». Dans ASME 2015 34th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/omae2015-41229.

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Increasing oil exploitation in deepwater regions is driving the R&D of flexible pipes which are subjected to high external pressure loads from the hydrostatic head during their installation and operation. One of the challenges of flexible pipe design for such applications is to overcome the local buckling failure modes of tensile armor layers due to the combination of high external pressure, compressive loads and pipe curvature. This paper presents the latest progress in local buckling behavior prediction theory and the qualification process of flexible pipes. First, the mechanisms of two types of buckling behaviors, radial birdcage buckling and lateral buckling, are described. For each failure mode, the analytical buckling prediction theory is presented and the driving parameters are discussed. As part of the qualification process, the ability to resist radial birdcage and lateral buckling must be demonstrated. Suitable test protocols are required to represent the installation and operation conditions for the intended applications by deep immersion performance (DIP) tests. Several flexible pipes were designed based on radial birdcage and lateral buckling prediction theory, and pipe samples were manufactured using industrial production facilities for DIP tests. The results clearly show that flexible pipes following current design guidelines are suitable for deepwater applications. An alternative in-air rig was developed to simulate the DIP tests in a controlled laboratory environment to further validate the model prediction as a continuous development.
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Narimani, Ramin, Mehdi Karami Khorramabadi et Payam Khazaeinejad. « Mechanical Buckling of Functionally Graded Cylindrical Shells Based on the First Order Shear Deformation Theory ». Dans ASME 2007 Pressure Vessels and Piping Conference. ASMEDC, 2007. http://dx.doi.org/10.1115/pvp2007-26158.

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Buckling analysis of simply supported functionally graded cylindrical shells under mechanical loads is presented in this paper. The Young’s modulus of the shell is assumed to vary as a power form of the thickness coordinate variable. The shell is assumed to be under three types of mechanical loadings, namely, axial compression, uniform external lateral pressure, and hydrostatic pressure loading. The equilibrium and stability equations are derived based on the first order shear deformation theory. Resulting equations are employed to obtain the closed-form solution for the critical buckling load. The influences of dimension ratio, relative thickness and the functionally graded index on the critical buckling load are studied. The results are compared with the known data in the literature.
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