Frames with unique global and local imperfection in the shape of the elastic buckling mode (Part 1)

Chladný, Eugen; Stujberová, Magdalena

doi:10.1002/stab.201310080

Cited by 37 publications

(25 citation statements)

References 2 publications

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“…The direction of the imperfection amplitude is also of a high importance in regard to the external load application. Introduction to the incorporation of equivalent member imperfections in the global analysis of steel frames are given in [8,15]. The overall definitions of the equivalent initial imperfection are presented in [3,4] for Class 2 and Class 3 cross-sections and in [23] for all the cross-section classes.…”

Section: Introductionmentioning

confidence: 99%

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

Giżejowski

Szczerba

Gajewski

et al. 2016

Archives of Civil Engineering

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Assessment 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.

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Section: Introductionmentioning

confidence: 99%

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

Giżejowski

Szczerba

Gajewski

et al. 2016

Archives of Civil Engineering

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“…We can differentiate two different approaches to take into account the initial imperfections in the model structure: conventional methods based on the definition of both a global imperfection and a local imperfection alternative methods based on a single imperfection of same shape that the elastic critical buckling mode η cr of the structure [5,6]…”

Section: Definition Of Initial Imperfectionsmentioning

confidence: 99%

05.24: New interaction formulae for sensitive structures to the second order effects

2017

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Eurocode 3 Part 1-1 [1] gives a method to calculate the design criterion of a structure without include the imperfection in the model structure. This criterion enables to take into account the imperfection mainly with the buckling coefficient χ. However, we can highlight that the results obtained with this criterion (interaction formulae for beam-column) are overestimated compared to the results obtained when the imperfection where included in the model structure. This difference comes from the coefficient χ which is overestimated. In order to overcome this problem, a new coefficient definition has been established in order to take into account the imperfection in the calculation without include it in the model structure. This new coefficient enables to take into account the charge level of the structure. First, vertically loaded structures have been studied. Then the study is extended to the vertically and horizontally loaded structures. The study results are more close to the actual results. Thus, this new coefficient enables to substitute for the establishment of an initial imperfection both a safe and a reasonable assessment of stress rate.

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“…Initial imperfections are typically considered in advanced analyses [5,6]. Conventional methods of modelling imperfections are based on the scaling of the eigen buckling modes [7,8]. More advanced methods consider separately the system (out-of-plumb) and the bow (out of straightness) imperfections and thereby model more accurately the shapes and magnitudes of initial curvatures obtained from the results of experimental research, see for e.g [9].…”

Section: Introductionmentioning

confidence: 99%

Probabilistic Verification of Structural Stability Design Procedures

Kala¹

2018

TOCIEJ

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Introduction: This contribution presents a comparison of three methods of the statistical computation of the design load-carrying capacity of a steel plane frame. Two approaches of the European Standard Eurocode 3 and one stochastic approach are applied. The stochastic approach takes into account the random influence of all imperfections and can be applied to the reliability verification of design according to Eurocode 3. Methods: The columns and beams in the steel frame are modelled with beam elements using the stability solution with buckling length and the geometrically nonlinear solution. The stochastic computational model is based on the geometrically nonlinear solution and on the random influence of initial imperfections, whose random samplings are simulated using the Monte Carlo method. Results and Conclusion: The design load-carrying capacity of the steel plane frame computed using the stability solution with buckling length is in good agreement with the stochastic solution in which the design value is calculated as 0.1 percentile. On the contrary, the geometrically nonlinear solution according to Eurocode 3 gives the lowest (safest) values of design load-carrying capacity.

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Frames with unique global and local imperfection in the shape of the elastic buckling mode (Part 1)

Cited by 37 publications

References 2 publications

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

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

05.24: New interaction formulae for sensitive structures to the second order effects

Probabilistic Verification of Structural Stability Design Procedures

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