Computer-aided design of structural steel plane frames according to Eurocode 3

Barreto, Vítor; Camotim, Dinar

doi:10.1016/s0143-974x(98)00132-1

Cited by 4 publications

(3 citation statements)

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“…In order to keep the procedure relatively simple and without compromising accuracy, it suffices to consider only first order member axial forces 3 [2]. (ii) For each column (compressed member), evaluation of its (ii 1 ) buckling length L b , (ii 2 ) normalised slendernessλ and, using Eq.…”

Section: Columns Integrated In Framesmentioning

confidence: 99%

On the incorporation of equivalent member imperfections in the in-plane design of steel frames

Gonçalves

Camotim

2005

Journal of Constructional Steel Research

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Section: Columns Integrated In Framesmentioning

confidence: 99%

On the incorporation of equivalent member imperfections in the in-plane design of steel frames

Gonçalves

Camotim

2005

Journal of Constructional Steel Research

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“…Since the above definitions apply for columns integrated in frames, a rigorous evaluation of their buckling lengths requires the performance of a linear stability analysis of the whole frame [20], which (i) must account for the axial forces acting on all the columns and (ii) provides the frame critical load parameter value Λ cr . Then, the critical axial force for each column is given by…”

Section: Buckling Length Of Columns Integrated In Framesmentioning

confidence: 99%

Design of Plane Steel Frames – Towards a Rational Approach

Gonçalves¹,

Camotim²

2005

Volume 1 Number 1

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Some concepts and results dealing with the design and safety checking of members integrated in plane steel frames are presented and discussed. Initially, attention is paid to the identification and clarification of a number of ambiguities related to the application of the buckling length concept to frame members. Then, the safety checking of columns integrated in frames is addressed and it is shown that, if their buckling lengths are "correctly determined", only one particular column, designated as "critical column", needs to be checked − a finding which leads to the proposal of a "frame optimisation procedure". Next, the safety checking of beam-columns integrated in frames is dealt with: the application of the interaction formulae appearing in the upcoming EN version of Eurocode 3 is addressed and particular attention is paid to the appropriate choice of the buckling length and "equivalent moment factor" values, both in terms of safety and accuracy. In addition, one proposes an alternative approach to use the beam-column interaction formulae, which is based on the results of genuine second-order elastic analyses. In order to illustrate the application and assess the validity and advantages of the concepts and procedures presented throughout the paper, one presents numerical results concerning simple (two-bar) structural systems and these results are compared with "exact" frame ultimate (collapse) load values, yielded by second-order plastic zone analyses that incorporate member initial imperfections. On the basis of the above comparative study, it is possible to draw several conclusions and, in particular, it is shown that the proposed approaches consistently yield accurate and conservative frame strength estimates.Key words: Steel frames, columns, beam-columns, buckling length, equivalent moment factors, non-dimensional slenderness, frame slenderness, Eurocode 3. INTRODUCTIONIdeally, the design or safety checking of steel frames should be carried out on the basis of rigorous geometrically non-linear elastic-plastic structural analyses, which incorporate member and frame imperfections and provide "exact" frame load-carrying capacities. However, in spite of the fast growing popularity of the so-called "advanced methods of structural analysis"[1,2] − some of them are already allowed by various existing steel design codes (e.g., the current and upcoming versions of Eurocode 3 or simply EC3 [3,4]) -, their use remains prohibitive for routine applications. This stems mostly from the fact that (i) the computational effort required is still quite high and (ii) the vast majority of designers lack the appropriate theoretical background. Thus, the most "traditional" approach, based on first-order internal forces and moments and individual member checks through beam-column interaction formulae, continues to be widely adopted by practitioners. Nevertheless, since the interaction formulae must incorporate all relevant second-order and plasticity effects, an intense research activity is still going on concerning th...

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“…A unified approach was proposed by White and Hajjar [6]. Barreto and Camotim [7] developed a procedure for computeraided design of steel frames. Liew et al [8] and Xu [9] formulated design and analysis procedure for general steel frames.…”

Section: Introductionmentioning

confidence: 99%

Advanced Analysis as a New Dimension for Structural Steel Design

Chan

Chen

2005

Volume 1 Number 2

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Abstract:As an alternative to the prescriptive design based on individual member capacity check, performancebased design by direct simulation of structural system behaviour under ultimate loads is developed, both in concept and in computer implementation. The method has been proposed as an alternative design against the conventional prescriptive design using equations in codes with somewhat unreliable assumptions. This paper discusses the implementation of the method to ultimate design of a benchmark plane frame and a stadium constructed for the East Asian Game 2005 in Macau. The results show the advantages of the method in efficiency, economy and safety. The approach represents a new design practice for engineers in the 21 st century.This practical advanced analysis will result in a more uniform reliability and safety for the designed frames such that redundant members will not be over-designed and key members under-designed. Research along the line of more accurate simulation should be carried out in future rather than refining the prescriptive member-based design formulae. Although general purpose finite element packages developed decades ago are, in principle, able to design steel structures by non-linear analysis using beam-column and shell elements, their daily application to civil engineering structures is impractical as many design code requirements cannot be simulated directly and automatically.Keywords: Second-order analysis, advanced analysis, P-Δ−δ effects, elastic analysis, plastic analysis and design. INTRODUCTIONIn the conventional structural design, the effective length and bending moment are assumed and determined and then used with the prescriptive design rules. The error connected with the assumption of effective length factor (L e /L) can be very large and the method is limited to types of structures such as those with elastic critical load factor greater than 3 for Eurocode-3 [1], 4 in BS5950 [2] and 5 in AS4100 [3].Buckling is an interactive member and system behaviour that the buckling strength of a member relies on the member and system stiffness. For example, a wind-cross in a portal frame in Figure 1 assists the whole structure as well as every member against buckling. This characteristic is different from stress computation by a linear analysis where the stress in a column is not much affected by the stress of another member far from this column and the St. Venant principle holds.Elastic and elastic-plastic analysis of steel frames have been carried out extensively by many researchers. Chen and his co-workers [4,5]

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Computer-aided design of structural steel plane frames according to Eurocode 3

Cited by 4 publications

References 0 publications

On the incorporation of equivalent member imperfections in the in-plane design of steel frames

On the incorporation of equivalent member imperfections in the in-plane design of steel frames

Design of Plane Steel Frames – Towards a Rational Approach

Advanced Analysis as a New Dimension for Structural Steel Design

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