Behavior of Steel Welded Tapered Beam-column

11th International Conference on Computational Structures Technology, CST 2012;, 2012

Steel structural elements with variable cross section, made of welded plates, are largely used in the construction industry for both beams and columns in accordance with the stress and stiffness demand in the structure. These types of elements are mainly used for the design of singles storey frames with pitched roof rafters and pinned column base. Rafters and columns can be designed as tapered members made of steel welded plates, respecting the bending moment diagrams for gravitational load combination. Although they are partially restrained against out of plane buckling by side-rails and roof purlins cooperating with sheeting, in current design practice it is quite difficult to evaluate their influence. This paper deals with nonlinear elastic-plastic analysis and experimental tests performed on tapered beam-columns, parts of portal frames, subjected to both bending moment and compressive axial force. Failure of such members may occur by in-plane bending, local buckling and combination between these two, for members with low non-dimensional slenderness. While for members with intermediate and high non-dimensional slenderness, flexural–torsional buckling, local buckling and combination of these two may occur in function of the web slenderness. Numerical results will be compared with experimental tests, obtained for a relevant number of specimens, in order to check the reliability of the numerically determined ultimate capacity of the elements. The influence of both lateral and torsional restraints applied on the beam-column will also be discussed.

Journal of Constructional Steel Research

Lateral torsional buckling Flexural buckling Torsional buckling Finite element non-linear elasto-plastic analysis Ultimate resistance Codes of practice

STEEL AND COMPOSITE STRUCTURES Volume: 13 Issue: 3 Pages: 225-238, 2012

Steel structural elements with web-tapered I cross section, are usually made of welded thin plates. Due to the nonrectangular shape of the element, thin web section may be obtained at the maximum cross section height. The buckling strength is directly influenced by lateral restraining, end support and initial imperfections. If no lateral restraints, or when they are not effective enough, the global behavior of the members is characterized by the lateral torsional mode and interaction with sectional buckling modes may occur. Actual design codes do not provide a practical design approach for this kind of elements. The paper summarizes an experimental study performed by the authors on a relevant number of elements of this type. The purpose of the work was to evaluate the actual behavior of the web tapered beam-columns when applying different types of lateral restraints and different web thickness.

International Journal of Scientific & Technology Research, 2021

Experimental investigation has been performed on twelve short and long castellated beam-column elements. The castellation process effectively increases the section resistance because of increasing the depth of the section without any additional weight. By increasing the depth of the beam, major axis bending resistance and stiffness are improved as the major axis moment of inertia (Ix) and the section modulus (Sx) are increased. It has been noticed that, researches that considered castellated elements subjected to axial and bending moment are limited compared to those considered elements subjected to bending moment only. In this research castellated beam-columns are studied under different load eccentricity to investigate the effect of castellation on beam-column strength. Behavior and strength of castellated beam-column are also investigated using the finite element analysis utilizing ANSYS software. The finite element results are found to be in a good agreement with their experimental counterparts.

International Journal of Engineering Research and Technology (IJERT), 2020

https://www.ijert.org/structural-investigation-on-buckling-behaviour-of-double-web-tapered-steel-columns https://www.ijert.org/research/structural-investigation-on-buckling-behaviour-of-double-web-tapered-steel-columns-IJERTV9IS060990.pdf This paper deals with the Buckling Behavior of double web tapered steel columns. Two shapes are provided (ie, L shape and V shape) in I section. All the column sections are of constant weight. The column is axially loaded. This paper is done in order to find the column of best taper ratio with maximum load carrying capacity. Hollow flange double web tapered steel column is analysed using best taper ratio.The buckling behavior is studied by developing finite element model using the ANSYS 16.1

Open Engineering, 2022

This article discusses the experimental testing of tapered castellated beams (TCBs) under mid-span concentrated load. These beams are created by cutting the webs of standard I-sections in a particular zigzag pattern and rejoining the two parts by placing variable expansion plates between web posts and welding them together. Generally, the depth of the mid-span will be increased. A standard I-section (IPE140) was selected as a parent beam to fabricate three TCB specimens and one prismatic castellated beam. The experimental results showed that the ultimate load capacity of the TCBs could be increased up to 140% of the ultimate load capacity of the parent section. Fabricating a TCB is an effective way of increasing the allowable load of a long-span member while remaining within International Building Code-defined deflection limits. The experimental results showed that the allowable load at deflection (L/360) increased up to 183% of the allowable load for the control specimen at the sam...

2007

The availability of high strength steels leads to the use of metal steel pipe in truss-column structure. The use of trussed column is not only restricted to beam support, but also extends to various uses such as road sign, transportation of petroleum and gas product, huge exhibition and many more. However, the use of thin walled steel pipes in composite built-up truss-columns gives a rise to a certain major problems such as local buckling that would appreciably reduce the strength and ductility performance of the members. This paper describes an experimental study on the compressive strengths of built-up trusscolumn using steel pipe sections. As the use of trussed column have gained momentum due to its strength and aesthetic value, two types of trussed column were analyzed, namely the triangular and rectangular trussed column, with different loading conditions and depth variation. Investigated is the static structural behavior of such columns when loaded by purely axial compressive concentrated forces acting at the supports. Geometric and material nonlinear analyses are performed to investigate the critical local and postlocal buckling strengths of steel plates under compression and in-plane bending. Initial geometric imperfections and residual stresses presented in steel pipes, material yielding and strain hardening are taken into account in the nonlinear analysis. Result were tabulated and interpreted according to several parameters, such as weight, compression/tension ratio, magnitude of forces and its distribution, along with deflection of the trussed column. Comparison among the two trussed column (triangular and rectangular) were presented and discussed.

This paper consists of an experimental work of a solid cantilever steel beam with a span of 1000 mm and a rectangular cross section of 75mmx20mm; the beam is connected to asolid column by 6mm arc welding, strain gauge and strain indicator were used to measure strains and dial gauge to measure deflections. The experimental results of the bending stresses and deflections are compared to with the results from theory of Macaulay Methods and computer program called Strand7. The agreement is found quiet enough and satisfied for experimental and Strand7 results for both deflection and bending stress. For the theoretical results, there is a good consensus for bending stress values with the experimental values. Due to deficiency of shear and torsional forces in Macaulay Method, there are a high percentages difference between Macaulay Method and both experimental Method and Strand7 deflection values.

Journal of Civil and Environmental Engineering, 2015

Engineering Structures, 2018

This paper presents studies carried out on physical models and numerical analyses aimed at determining the equivalent pure torsion second moment of area of built-up steel columns laced in a single plane, with the lacing located on the symmetry axis of the column cross-section. Such columns are used in overhead contact line supporting structures and in industrial halls. In order to determine the spatial stability critical loads for such columns one needs to know their pure torsion rigidity. The experimental research were carried out on singlespan column models fork-restrained at their ends and subjected to a concentrated twisting moment applied at the mid-span. Among other things, the dependence between the torsion angle of the column's mid-section and the twisting moment load was determined. A similar column model was studied numerically using the finite element method and the ABAQUS software. The experimental and numerical results and the results obtained by solving a proper differential equation for the non-uniform torsion of the column, formulated in terms of the Vlasov theory, were found to be in good agreement. Also the effect of the lacing of the column with a solid web with an equivalent thickness was analysed. In addition, extensive parametric analyses of similar columns, but with a wider range of cross-sections, subjected to pure torsion were carried out using the SOFiSTiK software. The aim was to devise practical formulas for calculating the equivalent pure torsion second moment of area on the basis of the cross-section. These relations (I T) together with sectorial second moment of area allow to calculate the critical load capacity of spatial stability (lateral and flexural-torsional buckling) of the considered columns. Practical conclusions have been drawn.