General buckling analysis of steel built-up columns using finite element modelling (original) (raw)
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A simplified analysis and optimality on the steel column behavior with local buckling
Doboku Gakkai Ronbunshu, 1986
A simplified analysis is given for the interactive steel column behavior with local buckling. The analysis utilizes the explicit solution of the elastic beam-column of Perry-Robertson type, newly incorporating the effective width concept of component plates. The results are proved to predict the available tests well with engineering accuracy. Optimality is examined from the views not only of ultimate strength but also of energy absorption to benefit on the earthquake-resistant design. The results indicate that allowing the occurrence of local buckling may not give the advantage much for the design of steel columns in ordinary civil engineering structures.
A comparative study between experimental and theoretical buckling load for hollow steel column
International Journal of Engineering, Science and Technology, 2018
Hollow mild steel columns of same outer diameter and length but different wall thickness show the buckling behavior in different manner in the fix-fix end condition. The behavior of the column is in good agreement with Rankine’s formula. Additionally, there is a very strong relation between actual buckling load and buckling load by Rankine’s formula. There is some difference between the theoretical and actual buckling load which may be due to geometrical defect, crack generation, chemical composition and formation of eccentricity. Columns show that the variation of differences between actual and theoretical buckling load with respect to wall thickness is parabolic in nature.Keywords: Hollow column, buckling load, compaction behavior, chemical composition, wall thickness
Investigation of metal built-up columns Part II: Results
Pollack Periodica, 2021
In the frame of a large parametrical study metal built-up columns made from steel and made of aluminum alloy were investigated. The second order theory is used for the analysis of the battened and laced built-up columns under combined compression and bending. The bottom column ends are fixed and the upper ones are free in the case of in-plane buckling. At the column base the translation and the rotation are fixed, at the column top the translation and the rotation are free in the case of in-plane buckling. Translation is fixed and rotation is free at both column ends in out-of plane buckling. The built-up columns are considered as the columns with effective bending and smeared shear stiffness with a local bow imperfection amplitude e0 = L/500.
Recent research activities on column behaviour with special emphasis on distortional buckling
The behaviour and ultimate strength of thin-walled steel lipped C-section columns under concentric axial compressive loading are examined by using finite element analysis. ABAQUS (2009), a general purpose Finite Element (FE) Analysis program has been used for the purpose. Two types of analysis were carried out to study the column stability and strength. First, eigenvalue buckling analysis was carried out to obtain relevant buckling modes. Secondly, non-linear analysis was carried out using the mesh and imperfections suggested by the eigenvalue analysis. Riks method was used for the non-linear load-displacement analysis to handle possible instabilities that the member would suffer due to the presence of initial geometric and material imperfections. Three different column lengths were adopted and the above analyses were carried out on these columns with and without perforations and with varying degrees of initial geometric imperfections. Non-linear load-displacement curves are provided for these various cases and ultimate strengths achieved for the models are used to compare with available design approaches.
Buckling performance of thin-walled filled steel columns
Turkish journal of engineering, 2023
Axial load Buckling Column FEA Concrete-filled composite elements have recently gained popularity as beams and columns all over the world. They have advantages similar to reinforced concrete elements, such as the moulding process and the lack of maintenance of the filled concrete, as well as advantages similar to hollow steel elements, such as enhancing compressive strength and bending capacity by using smaller sections. In this paper, the buckling behaviour of thin-walled steel columns with circular cross-section and different filling materials was investigated under uniaxial load. Six different materials (concrete produced using normal aggregate, concrete produced using waste aggregate, waste fine aggregate, waste coarse aggregate, waste iron dust and polyurethane) were used as filling. Filled columns were compared experimentally with hollow thin-walled steel columns that had the same height and diameter. All specimens had the same length (750 mm), same diameter (60.3mm) and the same wall thickness (3mm). Experimental results were compared with analytical results obtained from a calculation done using the national steel design code, Design, Calculation and Construction Principles of Steel Structures 2016. Additionally, columns specimens were modelled in Abaqus software. Conservative and consistent results were obtained from comparing experimental, analytical, and numerical results.
Stability of Structures Journal of Critical Engineering, 2024
The paper presents the Technical Stability Theory (TSTh) of rectangular-shaped columns. The study considered cases of very slender columns compressed axially by force at the free end, while the second end was fixed. The elastic states of the columns are considered. According to the TSTh, the loss of a slender column in elastic states occurred after the force line left the critical cross-section of the column. For cases in elastic states, TSTh of the column allows us to determine the differential equation and the equation of the elastic line of the column axis and its inclination, as well as the dependence of the column axis deflection on the force and the critical stress of columns as a surface function dependent on the slenderness ratio and cross-sectional area. The graphs of stability analysis and critical stress are presented in the paper as the theoretical example. The TSTh also allows for determining stresses and deformations of the shell of columns that are losing stability. The paper also presents graphs of the stress and strain values of the column made of steel with dimensions: a= 20 mm, b= 28 mm, t= 1 mm, L= 2500 mm, i.e. with the slenderness ratio Lambda= 314.8, as the theoretical example. Critical stresses are compared with Euler's formula.
International Journal for Research in Applied Science and Engineering Technology IJRASET, 2020
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.
Elastic buckling of steel columns under axial compression
In the present study elastic buckling of steel columns with three different cross sections, i.e. square, rectangle and circle cross sections, and two different boundary conditions, i.e. fixed-free(F-F) and pinned-pinned (P-P) boundary conditions, under axial compression has been investigated. At first, the basic equations of the problem have been given. Then solutions are found and the effects of the boundary conditions, cross sections, slenderness ratios on the buckling loads of the steel columns have been discussed. For the solution of the problem not only numerical computations have been performed but also finite element modeling (FEM) has been employed. For the validation of the present study, the results of numerical computations have been compared with the results of FEM, and a very good agreement has been achieved.
Investigation of metal built-up columns, Part I: Formulae
Pollack Periodica, 2021
Eurocodes give guidance how to design built-up columns having effective bending stiffness, smeared shear stiffness and local bow imperfection amplitude e0 = L/500 under compression. The guidance is valid only for columns supported by hinges at their ends. The second order theory is presented, which allows analysis of the battened and laced built-up columns with initial imperfection under combined compression and bending with the bottom end fixed and the upper one free in the case of in-plane buckling. The application of the theory in several numerical examples is given in Part II.
Buckling Modes of Cold-Formed Steel Columns
International Journal of Engineering and Technology, 2013
The goals of this study are to understand different buckling modes, determine the buckling mode and maximum buckling capacity of the built-up C-channels, and evaluate the AISI-2001 Specification. For these goals, the following was conducted: 1) different buckling modes of cold-formed steel columns were investigated; 2) previous research on built-up columns and testing rigs for column buckling was reviewed; and 3) the authors' buckling test results of 42 cold-formed built-up columns were examined. The study and review help better understanding of the buckling modes and the effect of design or testing parameters on the buckling behavior. The results show inconsistencies in the calculated values by AISI-2001 as compared to the maximum capacity loads determined from the buckling tests. The orientation of the member substantially impacts the maximum load of the member.