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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 1056 The Eurocodes countries were the various Recommendations published by ECCS. From these were developed the initial draft Eurocode 3 published by the European Commission, followed by the various parts of ENV 1993 issued by CEN. The best known is Part 1.1 General rules and rules for buildings; this is what is often thought of as EC3 but is only the first of a total of 18 documents issued as ENVs. However, attention must now turn to the forthcoming EN version, which will have full status as British Standard BS EN 1993.This is also being developed in a number of parts. Part 1 will probably be called Generic rules and will be sub-divided into 11 sub-parts dealing with different types of steel components. Each of the other parts will then cover the application of the relevant generic rules to various types of structure. The various parts are listed in Tables 36.1 and 36.2. At present only a minority of drafts are nearing completion, so the titles should be understood as indicating the intended scope, rather than precisely defining the final titles. The position may change, but it seems probable that the total length of the nine application documents comprising Parts 2 to 7 will be far less than that of Part 1. Table 36.1 Components of EC3 Design of Steel Structures Part 1 – generic rules Part no. Generic rules 1.1 Common rules 1.2 Fire design 1.3 Cold-formed thin gauge members and sheeting 1.4 Stainless steels 1.5 Stiffened plating subject to in-plane loading 1.6 Steel shells 1.7 Stiffened plating subject to out-of-plane bending 1.8 Joints 1.9 Fatigue 1.10 Fracture toughness and through-thickness properties 1.11 Cables Table 36.2 Application of the generic rules from EC3 to various structure types Parts Application 2 Bridges 3 Buildings 4.1 Tanks 4.2 Silos 4.3 Pipelines 5 Piling 6 Crane supporting structures 7.1 Towers and masts 7.2 Chimneys
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 36.3.3 Design rules Material resistance The design resistances of steel members and other steel components is generally related to the yield strength of the material. However, in the case of both bolted connections and welded connections, the design strength is related to the tensile strength (i.e. the UTS). This is also relevant when considering net cross-section resistance at bolt holes. Thus generally the design resistance Rd of a cross-section needs to be related to a characteristic value of the yield strength f y using: R d = Af y /g M EC3 Design of steel structures 1057 in which A is the cross-section area. For convenience, the characteristic yield strength f y is taken as equal to the specified ‘guaranteed’ minimum value for yield strength R eH given in the relevant product standard for structural steel, generally EN 10025. This is not the ‘true’ characteristic strength (based on 95% or any other statistically determined level of probability), which clearly will be higher. More importantly, the value of g M needs to cover the variability of the section properties represented by A as well as that of the yield strength f y. An ECSC funded study of the variability of section properties, yield strength and cross-section resistance using large numbers of samples of current production at a variety of European (including British) steel mills found that the mean value of A is approximately equal to the nominal value, but that the mean value of f y is about 1.2 times the nominal value. In addition, the shape of the distribution curve showing its variability is markedly skewed, being noticeably truncated on the negative side, presumably due to the process control procedure. Reliability analysis related to the EN 1990 target reliability b, and taking account of the actual distribution of yield strength and section properties, leads to a value of R d related to the EN 1990 target reliability b = 3.8 that corresponds to a required value of g M of slightly less than 1.0. In simplified terms, the mean yield strength is about 1.2 times the nominal value: thus the mean resistance is also about 1.2 times the nominal resistance Af y (see Fig. 36.1). The precise value of the characteristic resistance is not important, because the design resistance has been determined directly from the data in conformity with EN 1990. This design resistance turns out to be equal to the nominal resistance, hence g M = 1.0. It is important to note that this is only possible because this value of g M = 1.0 is used exclusively with the nominal ‘guaranteed minimum’ value of the yield strength. For steel reinforcement the yield strength used in design is a characteristic value, and a larger value of g M is needed to obtain the design value.
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