Resistance Of Beam-columns Research Articles

Numerical Analysis of the Beam-Column Resistance Compared to Methods by European Standards

The optimisation of the design method for verification of slender steel beam-columns is still a current issue not only from scientific point of view, but also for design practice. Therefore, the main objective of this paper is comparison of the suitability of established design approaches, according to the European standards for steel and aluminium structures, on the basis of numerical simulations. Thus, a finite element model was validated on the basis of experimental analysis available in the scientific literature. To perform the comparison of accuracy of design approaches according to European standards, a commercial software program ANSYS was used for observation of the resistances of beam-columns. The resistance of european I beams with parallel flanges (IPE) and a rectangular hollow cross-section (RHS) were investigated for four load cases on a simply supported member and also on a pinned-fixed beam column with linear bending moment distribution, where the resistance of the cross-section governs. Finally, the conclusions for suitability of the respective design approaches are discussed, together with some findings that arose from this work.

Comparison of beam-column resistance according to European Standards

Abstract When designing slender steel beam-columns, verification of their resistance have to satisfy design criterions according to approaches given in EN 1993-1-1. Torsten Hoglund (2014) also presented proposal for verification of beam-column resistance, which is based on design approach accepted in EN 1999-1-1, together with comparisons between these two standards on simply supported members subjected to compressive force and constant or linearly distributed bending moment. In this paper, further comparisons between these two approaches with different end conditions and different distribution of internal forces are presented.

Pinned - Fixed Beam - Column Resistance Verification According to European Standards

Abstract Verification of beam-column resistance can be accomplished according to design approaches given in EN 1993-1-1 [1]. These approaches are derived from verification of single span beam with pinned end conditions subjected to compression and bending moments. In the case of different end conditions, the application of those approaches is not so accurate and more difficult. Therefore, the comparison of verification according to above standard EN 1993-1-1 [1] as well as EN 1999-1-1 [2] to results of experimental analyses of beam-columns having pinned-fixed end conditions subjected to an eccentric compressive force simulating the behaviour of columns integrated into frames is presented in this paper.

Beam-Column In-Plane Resistance Based on the Concept of Equivalent Geometric Imperfections

AbstractAssessment of the flexural buckling resistance of bisymmetrical I-section beam-columns using FEM is widely discussed in the paper with regard to their imperfect model. The concept of equivalent geometric imperfections is applied in compliance with the so-called Eurocode’s general method. Various imperfection profiles are considered. The global effect of imperfections on the real compression members behaviour is illustrated by the comparison of imperfect beam-columns resistance and the resistance of their perfect counterparts. Numerous FEM simulations with regard to the stability behaviour of laterally and torsionally restrained steel structural elements of hot-rolled wide flange HEB section subjected to both compression and bending about the major or minor principal axes were performed. Geometrically and materially nonlinear analyses, GMNA for perfect structural elements and GMNIA for imperfect ones, preceded by LBA for the initial curvature evaluation of imperfect member configuration prior to loading were carried out. Numerical modelling and simulations were conducted with use of ABAQUS/Standard program. FEM results are compared with those obtained using the Eurocode’s interaction criteria of Method 1 and 2. Concluding remarks with regard to a necessity of equivalent imperfection profiles inclusion in modelling of the in-plane resistance of compression members are presented.

Experimental and Numerical Analysis of Beam-column Resistance

The verification of the beam-column resistance is a very complicated task from the viewpoint of design practice. The general theoretical solution of the resistance assessment of beam-column subjected to axial compression force and bi-axial bending is not suitable for practical use due to complicated form. Therefore, standard simplified approach is used to verify the beam-column resistance. The experimental and numerical analyses of the resistance of eccentrically loaded beam-columns are presented to compare the results of both analyses with the standard approaches. Result discussion and conclusions related to the further research direction are also presented in this paper.

Beam-Column Resistance According to Slovak Standard and Eurocodes

The article deals with the verification of resistance of torsionally restrained hot-rolled beam-columns of H or I cross-sectional shape and also of the perpendicular hollow cross-section subjected to the biaxial bending and axial compression. Results of analysis of the beam-column resistances according to methods of former STN 73 1401 [1] and the current STN EN 1993-1-1 [2] are compared with results of numerical approaches. The observed members are subjected to the normal force and to the transverse loads uniformly distributed along the length of both axes. The cross-sections of HEB 300, IPE 300 and RHS 300x200x10 were chosen to compare obtained results.

BEAM-COLUMN RESISTANCE OF STEEL MEMBERS: A COMPARATIVE STUDY OF AISC LRFD AND EC3 APPROACHES

The paper presents a comparative study of a well-established steelwork design standard, the American AISC LRFD, and the new European code for the design of steel structures, Eurocode 3. The study is focused on the resistance capacity of steel members subjected to one of the following load cases: axial compression, bending, and combined axial compression and bending. First, the paper compares the formulation of both codes in order to identify similarities and differences. Particular attention is given to the resistance of beam columns since many steel structural members in building structures fall into this category. In the case of pure bending and combined axial compression and bending, the paper considers two extreme cases of linear moment distribution: equal end moments and opposite end moments. The results are presented graphically in order to make possible their interpretation and to detect significant differences in resistance. The comparative study shows that the resistance capacities given by LRFD and EC3 can differ appreciably for some of the cases considered. Moreover, there are also significant differences between the two methods proposed by the Eurocode when slenderness is high and the beam is subjected to linear moment distribution with opposite end moments. Finally, the paper stresses those points where each standard offers a simpler approach.

LRFD Criteria for Steel Beam-Columns

An intensive investigation of the strength and behavior of steel beam-columns has been carried out with a view towards the development of load and resistance factor design (LRFD) criteria for such members. Since the solution for general beam-column is a very complex problem, thee first part of the paper gives an outline of the deterministic bases for the analysis of beam-columns, considering laterally supported and laterally unsupported members. Major attention is paid to the development of resistance factors for beam-columns, whereby the random nature of their strength is accounted for. Utilizing theoretical and experimental results, it is shown that a beam-column resistance factor of 0.86 may be used for uniaxially loaded members. For biaxially loaded beam-columns the resistance factor may be set at the conservative figure of 0.80, which reflects the scarcity of test results for such members.