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Analele Universităţii "Dunărea de Jos" din Galaţi. Fascicula XI, Construcţii navale/ Annals of "Dunărea de Jos" of Galati, Fascicle XI, Shipbuilding
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International Journal of Recent Technology and Engineering (IJRTE)
Disturbance to stability of a member occurs with presence of any external force of different nature than that of the pre-applied load in action or through presence of any eccentric loading. These disturbances includes effects such as buckling in columns and plates which happens when action due to applied load is lesser than the moment due to disturbing agent. This paper investigates the buckling strength of steel plates subjected to loads widthwise, with varying support conditions lengthwise and an effort to trace the load deformation characteristics during post buckling stages, where the transverse strips of plates try to resist the buckling phenomena of longitudinal strips using finite element modeling tool. Hence, resulting in failure of a member at a load greater than that observed during initial buckling stages.
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In a compression member when significant bending is present, it's called a beam-column. It is very common that the structural members are subjected to a combination of axial force and bending moment. Example of Compression members subjected to axial load and bending in structure are innumerable. Slender beam-columns are weak in torsion and may be subjected to lateral-torsional buckling. In this paper behavioural studies will be done on rolled and built up members with manual calculations and excel sheet for perfection.
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Elastic critical buckling stress of the plate girder subjected to transverse force is calculated. The load is applied through the flange and resisted by shear forces in the web. Comparisons of values of buckling coefficient kσ,b = f (α, β) (Tab. 2) obtained by 5 various authors : Petersen, von Berg, Ravinger, Kutzelnigg, Protte (Tab. 1) and calculated by computer program PLII (Tab. 2). Simply supported rectangular plate (a –l ength,b –w idth,t – thickness) without flanges and stiffeners is investigated for different aspect ratios α = a/b = 1; 2; 3; 4; 5; 8; 10; 20; 30; 40 when subjected to transverse uniformly distributed partial load having relative load lengths β = c/a =0 .005 (single concentrated force) ;0 .2; 0.4; 0.6; 0.7; 0.8; 1 (uniformly distributed load along a). The values of buckling coefficient kσ,b = f (α, β, δ) calculated by program PLII (Tab. 3). Parametrical study of simply supported rectangular plate without stiffeners with α = a/b = 4; 5; 8; 10; 20; 30; 40, β = c/a.
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This paper presents verification of results for buckling failure of long column obtained by Euler's law using ANSYS 18.2 structural analysis In this paper we are considering buckling failure of mild steel ,brass and aluminium bar having varying end conditions for various cross sections and lengths.
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Journal of Rehabilitation in Civil Engineering
The potential of buckling in compressive members has been considered as a disadvantage when using steel members in the construction industry. In spite of the progress made in this regard, buckling is still considered as a challenge in the analysis and design of compressive steel structural members. Such a challenging phenomenon can be controlled by strengthening of compressive members. Stiffened compressive members can control the weakness of steel members in the global buckling. In this paper, elastic buckling behavior of three-segment symmetric steel members with pinned ends is investigated. The differential stability equation for non-prismatic three-segment members is solved numerically. Critical load parameter for stiffened members is calculated considering different stiffened length and moment of inertia ratios. Based on a wide range of the calculated data, the buckling load could be accounted as a safe measure to be used in the design formulas. Evaluation of the effects of var.
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International Journal for Research in Applied Science and Engineering Technology IJRASET
The study in this paper focuses on increasing the buckling strength of the column by making some slight modifications in its cross-sectional area and making solid models of the columns with different cross-sections on modelling software Solid Works and verifying the results with the help of Finite Element Analysis software ANSYS Workbench 18.2. With the advancement in Finite Element techniques, results can be precisely determined by making Finite Element Models (FEM) on the software without actually testing the physical models. The critical buckling load or buckling strength is calculated using theoretical formulations given by the Euler's theory of buckling and then verified using Finite Element Analysis method on the 'Eigenvalue Buckling' workbench of the ANSYS Software. Eigenvalue buckling or 'Linear buckling' is generally used to determine the critical buckling loads of stiff structures. Stiff structures carry load primarily by axial or membrane action, rather than by bending action. The stiff structures usually involve very little deformation prior to buckling. This method of modifying the cross-section areas of columns to increase the critical buckling loads proves to be very effective and increases the critical load significantly. A trend is observed such that the critical load or buckling strength of the column increases with increase in Moment of Inertia which is ultimately obtained by making modifications in the cross-sections of the columns. To keep the columns within the safety limits, safe working loads for every section are found by introducing Factor of Safety parameter to the critical buckling load obtained from the software.
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