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Dario J Aristizabalochoa - One of the best experts on this subject based on the ideXlab platform.
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large deflection and post buckling behavior of slender beam columns with non linear end restraints
International Journal of Non-linear Mechanics, 2011Co-Authors: Carlos A Vegaposada, Mauricio Areizahurtado, Dario J AristizabalochoaAbstract:Abstract The large-deflection analysis and post-buckling behavior of laterally braced or unbraced slender beam-columns of symmetrical cross section subjected to end Loads (Forces and moments) with both ends partially restrained against rotation, including the effects of out-of-plumbness, are developed in a classical manner. The classical theory of the “Elastica” and the corresponding elliptical functions utilized herein are those presented previously by Aristizabal-Ochoa [1] . The proposed method can be used in the large-deflection analysis and post-buckling behavior of elastic slender beam-columns with rigid, semi-rigid, and simple flexural connections at both ends including linear and non-linear inelastic connections like those that suffer from flexural degradation (such as flexural cracking and elasto-plastic connections) or flexural stiffening. Only bending strains are considered in the proposed analysis. Results from the proposed method are theoretically exact from small to very large curvatures and transverse and longitudinal displacements for laterally braced or unbraced slender beam-columns under bending caused by end Loads. The large-deflection analysis and post-buckling behavior of slender beam-columns with both supports partially restrained against rotation and with sway inhibited or uninhibited are complex problems requiring the simultaneous solution of two coupled non-linear equations with elliptical integrals whose unknowns are the limits of the integrals. The validity of the proposed method and equations are verified against solutions available in the technical literature. Three comprehensive examples are included that show the effects of linear and non-linear connections at both ends on the large-deflection analysis and post-buckling behavior of slender beam-columns.
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large deflection and postbuckling behavior of timoshenko beam columns with semi rigid connections including shear and axial effects
Engineering Structures, 2007Co-Authors: Dario J AristizabalochoaAbstract:The nonlinear large deflection-small strain analysis and postbuckling behavior of Timoshenko beam‐columns of symmetrical cross section with semi-rigid connections subjected to conservative and non-conservative end Loads (Forces and moments) including the combined effects of shear, axial and bending deformations, axial load eccentricities, lateral bracing and out-of-plumbness are developed in a simplified manner. A new set of stability functions based on the “modified shear equation” that includes the effects of shear deformations and the shear component of the applied axial Forces is derived. Also, an expression for the axial displacement b caused by the “bowing” of the beam‐column subjected to end Forces and moments with generalized end conditions is derived in a classic manner. The proposed method and corresponding nonlinear equations, although approximate, can be used in the tension and compression stability and nonlinear large deflection-small strain elastic analyses of Timoshenko beam‐columns with rigid, semi-rigid, and simple connections. Analytical studies indicate that shear deformations increase the longitudinal and transverse deflections and reduce the buckling axial load capacities of beam‐columns. The effects of shear deformations must be considered in the analysis of beam‐columns with relatively low effective shear areas (like in short laced columns, columns with batten plates and with open webs) or low shear stiffness (like elastomeric bearings and short columns made of laminated composites with low shear modulus G when compared to their elastic modulus E making the shear stiffness GAs of the same order of magnitude as EI/h 2 ). The shear effects are also of great importance in the tension and compression stability and dynamic behavior of laminated elastomeric bearings used for seismic isolation of buildings. Four comprehensive examples are included that show the effectiveness of the proposed method and equations. c 2006 Elsevier Ltd. All rights reserved.
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large deflection and postbuckling behavior of timoshenko beam columns with semi rigid connections including shear and axial effects
Engineering Structures, 2007Co-Authors: Dario J AristizabalochoaAbstract:Abstract The nonlinear large deflection-small strain analysis and postbuckling behavior of Timoshenko beam–columns of symmetrical cross section with semi-rigid connections subjected to conservative and non-conservative end Loads (Forces and moments) including the combined effects of shear, axial and bending deformations, axial load eccentricities, lateral bracing and out-of-plumbness are developed in a simplified manner. A new set of stability functions based on the “modified shear equation” that includes the effects of shear deformations and the shear component of the applied axial Forces is derived. Also, an expression for the axial displacement δ b caused by the “bowing” of the beam–column subjected to end Forces and moments with generalized end conditions is derived in a classic manner. The proposed method and corresponding nonlinear equations, although approximate, can be used in the tension and compression stability and nonlinear large deflection-small strain elastic analyses of Timoshenko beam–columns with rigid, semi-rigid, and simple connections. Analytical studies indicate that shear deformations increase the longitudinal and transverse deflections and reduce the buckling axial load capacities of beam–columns. The effects of shear deformations must be considered in the analysis of beam–columns with relatively low effective shear areas (like in short laced columns, columns with batten plates and with open webs) or low shear stiffness (like elastomeric bearings and short columns made of laminated composites with low shear modulus G when compared to their elastic modulus E making the shear stiffness G A s of the same order of magnitude as E I / h 2 ). The shear effects are also of great importance in the tension and compression stability and dynamic behavior of laminated elastomeric bearings used for seismic isolation of buildings. Four comprehensive examples are included that show the effectiveness of the proposed method and equations.
Carlos A Vegaposada - One of the best experts on this subject based on the ideXlab platform.
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large deflection and post buckling behavior of slender beam columns with non linear end restraints
International Journal of Non-linear Mechanics, 2011Co-Authors: Carlos A Vegaposada, Mauricio Areizahurtado, Dario J AristizabalochoaAbstract:Abstract The large-deflection analysis and post-buckling behavior of laterally braced or unbraced slender beam-columns of symmetrical cross section subjected to end Loads (Forces and moments) with both ends partially restrained against rotation, including the effects of out-of-plumbness, are developed in a classical manner. The classical theory of the “Elastica” and the corresponding elliptical functions utilized herein are those presented previously by Aristizabal-Ochoa [1] . The proposed method can be used in the large-deflection analysis and post-buckling behavior of elastic slender beam-columns with rigid, semi-rigid, and simple flexural connections at both ends including linear and non-linear inelastic connections like those that suffer from flexural degradation (such as flexural cracking and elasto-plastic connections) or flexural stiffening. Only bending strains are considered in the proposed analysis. Results from the proposed method are theoretically exact from small to very large curvatures and transverse and longitudinal displacements for laterally braced or unbraced slender beam-columns under bending caused by end Loads. The large-deflection analysis and post-buckling behavior of slender beam-columns with both supports partially restrained against rotation and with sway inhibited or uninhibited are complex problems requiring the simultaneous solution of two coupled non-linear equations with elliptical integrals whose unknowns are the limits of the integrals. The validity of the proposed method and equations are verified against solutions available in the technical literature. Three comprehensive examples are included that show the effects of linear and non-linear connections at both ends on the large-deflection analysis and post-buckling behavior of slender beam-columns.
Mauricio Areizahurtado - One of the best experts on this subject based on the ideXlab platform.
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large deflection and post buckling behavior of slender beam columns with non linear end restraints
International Journal of Non-linear Mechanics, 2011Co-Authors: Carlos A Vegaposada, Mauricio Areizahurtado, Dario J AristizabalochoaAbstract:Abstract The large-deflection analysis and post-buckling behavior of laterally braced or unbraced slender beam-columns of symmetrical cross section subjected to end Loads (Forces and moments) with both ends partially restrained against rotation, including the effects of out-of-plumbness, are developed in a classical manner. The classical theory of the “Elastica” and the corresponding elliptical functions utilized herein are those presented previously by Aristizabal-Ochoa [1] . The proposed method can be used in the large-deflection analysis and post-buckling behavior of elastic slender beam-columns with rigid, semi-rigid, and simple flexural connections at both ends including linear and non-linear inelastic connections like those that suffer from flexural degradation (such as flexural cracking and elasto-plastic connections) or flexural stiffening. Only bending strains are considered in the proposed analysis. Results from the proposed method are theoretically exact from small to very large curvatures and transverse and longitudinal displacements for laterally braced or unbraced slender beam-columns under bending caused by end Loads. The large-deflection analysis and post-buckling behavior of slender beam-columns with both supports partially restrained against rotation and with sway inhibited or uninhibited are complex problems requiring the simultaneous solution of two coupled non-linear equations with elliptical integrals whose unknowns are the limits of the integrals. The validity of the proposed method and equations are verified against solutions available in the technical literature. Three comprehensive examples are included that show the effects of linear and non-linear connections at both ends on the large-deflection analysis and post-buckling behavior of slender beam-columns.
Fabio Villone - One of the best experts on this subject based on the ideXlab platform.
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electromagnetic disruption Loads on iter blanket modules
IEEE Transactions on Magnetics, 2010Co-Authors: Robert Albanese, Maurizio Furno Palumbo, R Palmaccio, P Testoni, R. Fresa, Guglielmo Rubinacci, Fabio VilloneAbstract:In this paper we compute the electromagnetic Loads (Forces, torques, Joule losses) on passive conductors of the international thermonuclear experimental reactor (ITER) fusion device, currently under construction, following a disruption event, i.e., the sudden loss of magnetic confinement. An original integral formulation is used, able to automatically deal with complex topologies like the ones to be studied. Non-isotropic homogenized resistivities are used to take into account fine geometrical details. A suitable inverse problem is solved in order to compute the forcing terms.
Yunxiang You - One of the best experts on this subject based on the ideXlab platform.
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experimental studies of the unsteady hydrodynamic Loads on a tension leg platform at high reynolds numbers
Journal of Fluids and Structures, 2019Co-Authors: Xinshu Zhang, Yunxiang YouAbstract:Abstract This paper presents experimental studies on the unsteady hydrodynamic Loads (Forces and moments) on a Tension-Leg Platform (TLP) due to the action of a steady current at high Reynolds numbers ( R e ) in a high-speed cavitation water tunnel. Five current incidence angles ( θ ) ranging from 0° to 45° are selected for the present tests. The achieved Reynolds numbers of 9 . 5 × 1 0 4 ≤ R e ≤ 5 . 7 × 1 0 5 span from the subcritical to supercritical flow regimes. The experimental results show that at R e 2 . 2 × 1 0 5 , the mean streamwise force coefficient C ¯ x increases as R e grows for 0° current incidence, while it reduces slightly for 15°, 22 . 5 ∘ , 30° and 45° current incidences. At R e ≥ 2 . 2 × 1 0 5 , C ¯ x remains roughly unvaried with R e for each current incidence angle. The fluctuating streamwise force coefficient C x ′ drops gradually as R e increases from 9 . 5 × 1 0 4 to 2 . 2 × 1 0 5 , and then they rise slightly for all the current incidences. The fluctuating transverse force coefficients ( C y ′ ) in the supercritical regime ( 2 . 2 × 1 0 5 R e 5 . 7 × 1 0 5 ) are less than those in the subcritical regime ( 9 × 1 0 4 R e 1 . 5 × 1 0 5 ), which is independent of θ . The fluctuating yaw moment coefficients ( C M z ′ ) show a declining trend with the increase of R e for 0°, 15°, 22 . 5 ∘ and 30° current incidences. In the supercritical regime, the measured C y ′ and C M z ′ for 22 . 5 ∘ current incidence are larger, comparing with those for the other current incidence angles. In addition, the correlations between Forces and yaw moment indicate that the fluctuating transverse force is the main contribution to the fluctuating yaw moment. Furthermore, the effect of the immersed column height ( H ) on the Forces and yaw moment is examined. It is found that, in the supercritical regime, generally C y ′ and C M z ′ grow as H ∕ D (where D is the column diameter) increases from 1.0 to 1.57.