(1977) Centrally Compressed high Strenght Steel Round and Square Tubes: Theoretical and Experimental Investigations (original) (raw)
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Experimental - theoretical study of axially compressed cold formed steel profiles
Facta universitatis - series: Architecture and Civil Engineering, 2011
Analysis of axially compressed steel members made of cold formed profiles presented in this paper was conducted through both experimental and numerical methods. Numerical analysis was conducted by means of "PAK" finite element software designed for nonlinear static and dynamic analysis of structures. Results of numerical analysis included ultimate bearing capacity with corresponding middle section force-deflection graphs and buckling curves. Extensive experimental investigation were also concentrated on determination of bearing capacity and buckling curves. Experiments were conducted on five series with six specimens each for slenderness values of 50, 70, 90, 110 and 120. Compressed simply supported members were analyzed on Amsler Spherical pin support with unique electronical equipment and software. Besides determination of forcedeflection curves, strains were measured in 18 or 12 cross sections along the height of the members. Analysis included comparisons with results o...
Numerical Evaluation on Warping Constants of General Cold-Formed Steel Open Sections
International Journal of Steel Structures, 2007
The calculation of warping constant (Cw) for an open thin-walled open section is a tedious and difficult task and thuspresenting an obstacle to routine design. Although Cw formulas and values for selective cold-formed steel sections are availablein the AISI design manuals, most practicing engineers have limited idea of evaluating the warping constants for sections notlisted in the AISI design manuals. This paper proposes a detailed step-by-step numerical procedure for evaluating the warpingconstant of a general open thin-walled section. Comparison shows virtually no difference between the calculated values andthose listed in the AISI design manuals. The proposed procedure is a reliable and useful tool for computing the warpingconstant for an arbitrary cold-formed steel open section, which does not need a sophisticated computer software.
Shear behavior of large-diameter fabricated steel tubes
Canadian Journal of Civil Engineering, 1987
In this study, stability failure of largc-diametcr fabricated stccl cylinders subjcct to transvcrse shcar is numerically investigated. Failure under these conditions may occur as a consequence of shear buckling in regions of low moment and high shear. However, shear buckling, by itself, nced not lead to a mechanism. Structural failure should take place as a consequence of the development of a tension field.
0129 Stability of cold formed steel simple and lipped angles under compression
The structural analysis of a simple angle under axial compression appears to be an elementary and therefore well known problem. However, cold-formed angles, especially those with slender legs, present two critical modes: (i) global flexural mode, in the case of long members, and (ii) a coincident local-plate/globaltorsional mode (herein dubbed L/T), which is critical for shorter members. Recent works indicate that considering the L/T mode as a global mode is too conservative, while other works indicate the need for this approach. The present work involves an in-depth investigation of the structural response of simple and lipped angles subjected to centered and eccentric compression, by means of experimental and nonlinear numerical analysis via finite elements. An evaluation is made of the initial geometric imperfections, and of the results of the following standard procedures: (i) the classical effective width method, and (ii) the direct strength method (DSM), in which the angles are not considered pre-qualified sections. The results of the experimental analysis and the nonlinear numerical analysis with initial geometric imperfections indicate the need to consider the L/T mode as both a local mode and a global mode.
COLD-FORMED STEEL COMPRESSION MEMBERS: A REVIEW
IRJET, 2022
The cold-formed steel structural or nonstructural members usage has increased in the past few years in various constructional activities. It is used due to its lightweight, easy installations, erection and economy. A builtup column is composed of two or more channels together to form a single entity that is connected either by battens or lacings. The three fundamental buckling modes, local, distortional and global are depended on the cross-sectional shape of the cold-formed steel members. Many experimental and numerical analyses have been done on differently shaped channels like single-channel sections, back-to-back channels, face-to-face channels, and Z-shape by various researchers. Different parametric studies were conducted on the effect of slenderness ratio, spacing of channels, batten width, channel spacings, screw spacings, and lacing slenderness on the ultimate capacity of columns under axial compression. In most cases, the experimental results are compared with the numerical results that are obtained from the finite element models developed in software like Abaqus and Ansys. The obtained buckling capacities of the column are compared with American iron and Steel Institute (AISI), Australian Standards (AS) or New Zealand Standards (NZ) and Eurocode standards.
Thin-Walled Structures, 2012
Based on the results of experimental tests, presented in the first part of this paper, Part 1-Experimental Investigations [1], and using the ECBL (Erosion of Critical Bifurcation Load) approach, in this second part the influence of imperfections on the erosion of critical bifurcation load in the coupling point, both for brut and perforated sections, subjected to uniform compression, is investigated using numerical analysis. A numerical sensitivity analysis is performed on the purpose to identify the most significant imperfections. The ''theoretical'' compression capacity of the tested members is calculated considering the significant imperfections and compared with the experimental results. The calibrated Finite Element (FE) model and the ECBL approach are used to determine the buckling curves for studied sections. At the end, a numerical procedure is proposed in order to obtain the buckling curves for such a type of sections.
The stress-strain curve for steel is generally obtained from tensile test on standard specimens as shown in . The details of the specimen and the method of testing is elaborated in IS: 1608IS: (1995. The important parameters are the gauge length 'L c ' and the initial cross section area S o . The loads are applied through the threaded or shouldered ends. The initial gauge length is taken as 5.65 (S o ) 1/2 in the case of rectangular specimen and it is five times the diameter in the case of circular specimen.
En.1993.1.1.2005-Design of steel members
I n o r d e r t o p r o m o t e p u b l i c e d u c a t i o n a n d p u b l i c s a f e t y , e q u a l j u s t i c e f o r a l l , a b e t t e r i n f o r m e d c i t i z e n r y , t h e r u l e o f l a w , w o r l d t r a d e a n d w o r l d p e a c e , t h i s l e g a l d o c u m e n t i s h e r e b y m a d e a v a i l a b l e o n a n o n c o m m e r c i a l b a s i s , a s i t i s t h e r i g h t o f a l l h u m a n s t o k n o w a n d s p e a k t h e l a w s t h a t g o v e r n t h e m .