A buckling behavior of elliptic perforated steel CHS columns exposed to axial compression load (original) (raw)
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Recent Trends in Civil Engineering and Built Environment, 2021
This paper focuses on a review of research studies of Cold-Formed Steel Columns (CFSC) with the aim to provide an overview of the current state of understanding and evaluation of existing findings. CFS members commonly has complex buckling behaviour and buckling mod with the slenderness being the main factor that affect the stability and buckling failure. The different buckling modes that occur in such columns are evaluated in the scope only for the close section type such as SHS, RHS and corrugated column with or without perforated. From the experiment works, compression test was conducted to determine the effect of a column reaction under compression load. The tests performed with various parameters such as the slenderness, thickness, temperature and holes in the column web. Based on the observation, the perforated RHS columns are generally failed due to local buckling. The holes provided in the column also influenced the buckling behavior. In general, short column tends to experience local buckling, while slender column tends to experience global buckling.
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
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Many steel structures such as ships and offshore structures are composed by welded stiffened or unstiffened plate elements. Cutouts are often provided in these plate elements for inspection, maintenance, and service purposes, and the size of these holes could be significant. In many situations, these plates are subjected to axial compressive forces which make them prone to instability or buckling. If the plate is slender, the buckling is elastic. However, if the plate is sturdy, it buckles in the plastic range causing the so-called inelastic (or elasto-plastic) buckling. Furthermore, the presence of these holes redistributes the membrane stresses in the plate and may cause significant reduction in its strength in addition to changing its buckling characteristics. So, the objective of this paper is to investigate the changes that the presence of circular holes produces in the elastic and inelastic buckling of steel rectangular plates. The finite element method (FEM) has been used to evaluate the elastic and elastoplastic buckling load of uniaxially loaded rectangular plates with circular cutouts. By varying the hole diameter, the plate aspect ratio and the plate thickness during the analyses, the changes in the plate buckling behavior can be determined. The results show that while the circular hole can in some cases even increase the elastic buckling load, the elasto-plastic buckling load is reduced by the presence of the cutout.
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.
International Journal for Research in Applied Science and Engineering Technology IJRASET, 2020
Buckling analysis is particularly important for steel structures because they are slender sections. Buckling occurs suddenly and cause system to collapse. Now a days tapered structural members are used for the stability purpose. Non-prismatic members are popular for civil engineering structures and certain benefits in terms of efficiency in material consumption and better steel utilization can be achieved by using tapered members. This study deals with the axial load performance of web tapered I-section steel column. The column is axially loaded by keeping overall weight of the column constant. The study focused on analysis of non-prismatic column with different taper ratio and the best model was fixed. Two different shape such as L-shape and V-shape were used for taper ratio study. The effect of using different hollow flange shapes such as rectangular, trapezoidal, and tubular on tapered steel column were also studied. A non-linear finite element model using ANSYS 16.1 has been adopted to investigate axial load behaviour of tapered column section. The result was analysed to determine buckling behaviour of tapered column section.
Exatas & Engenharia, 2018
ABSTRACTBuckling is an instability phenomenon that can happen when a slender plate is subjected to axial compression loads. In addition, perforated plates are often necessary in the engineering field. Throughout this article, the Constructal Design Method, which is based on the Constructal Theory, has been used to evaluate the influence of the hole on thin steel plates under elastic buckling. For that, the different types of holes analyzed were both transversal and longitudinal oblong. They were all placed in the center of the plate. The geometry of the hole varied according to the degree of freedom H0/L0, which relates the dimensions of each type of different hole. The size of the perforation are varied by means the hole volume fraction (f) parameter, that represents the relation between the volume of the hole and the total volume of the plate (without hole). The main goal is to achieve the greatest critical load for the perforated plates. To do so, the ANSYS software, based on the...
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 of fixed-ended concrete-filled steel columns under axial compression
International Journal of Steel Structures, 2017
In recent years, due to a relatively high price increase of nickel alloys, there is an increase in demand for lean duplex stainless steel (LDSS) with a low nickel content of ~1.5%, such as grade EN 1.4162. LDSS offers roughly twice the strength compared to austenitic stainless steels and has great potential for expanding future structural possibilities, enabling a reduction in the section sizes leading to lighter structures. This paper reports the buckling behavior of fixed-ended concrete-filled LDSS tubular (CFDSST) columns with L-, T-, and +-shape (Non-Rectangular Sections or NRSs) sections and a representative square section with varying lengths through Finite Element (FE) analysis. The purpose is to compare and assess the strength and deformation characteristics as well as the failure modes of such columns. It is seen that concrete-filled tubular columns with NRSs offered a better performance for all lengths considered, especially the T-shaped and +-shaped sections, in terms of strength. The influence of the cross-sectional shapes on the ε u becomes less significant with increasing λ, but becomes increasingly significant with decreasing λ. The design standards show over conservative results for square and L-shape sections and conservative for T-shape and +-shape sections.
The present study is focused on the behavior and design of perforated steel storage rack columns under axial compression. These columns may exhibit different types of behavior and levels of strength owing to their peculiar features including their complex cross-section forms and perforations along the member. In the present codes of practice, the design of these columns is carried out using analytical formulas within which experimentally determined parameters are used. In the present study, an experimental program was carried out to verify the accuracy of a recently proposed design approach that has the potential to eliminate the need for design by testing. The proposed approach includes modifications in the Direct Strength Method (DSM) to include the effects of perforations (the so-called reduced thickness approach). The elastic buckling parameters of the studied members needed for strength calculations were obtained by using the CUFSM and CUTWP programs. The experimental study included axial compression tests on members of different lengths. The cross-section geometry and dimensions were kept constant. The abovementioned design approach was used to estimate the load carrying capacity of the tested columns. A comparison between the experimental and the design approach results is presented. It was found out that experimental results compare very well with the design approach estimations.
Behavior and design of perforated steel storage rack columns under axial compression
The present study is focused on the behavior and design of perforated steel storage rack columns under axial compression. These columns may exhibit different types of behavior and levels of strength owing to their peculiar features including their complex cross-section forms and perforations along the member. In the present codes of practice, the design of these columns is carried out using analytical formulas which are supported by experimental tests described in the relevant code document. Recently proposed analytical approaches are used to estimate the load carrying capacity of axially compressed steel storage rack columns. Experimental and numerical studies were carried out to verify the proposed approaches. The experimental study includes compression tests done on members of different lengths, but of the same cross-section. A comparison between the analytical and the experimental results is presented to identify the accuracy of the recently proposed analytical approaches. The proposed approach includes modifications in the Direct Strength Method to include the effects of perforations (the so-called reduced thickness approach). CUFSM and CUTWP software programs are used to calculate the elastic buckling parameters of the studied members. Results from experimental and analytical studies compared very well. This indicates the validity of the recently proposed approaches for predicting the ultimate strength of steel storage rack columns.