Basis of design

This chapter discusses the basis of design, as covered in Section 2 of EN 1993-1-1 and Section 2 of EN 1990. The following clauses arc addressed Principles of limit state design Basic variables Verification by the partial factor method Design assisted by testing Clause 2.7 Clause 2.2 Clause 2.3 Clause 2.4 Clause 2.5 The general approach of Eurocode 3 is essentially the same as that of BS 5950, being based on limit state principles using partial safety factors. The approach is set down in detail...

General Rules And Rules For Buildings

Published by Thomas Telford Publishing. Thomas Telforcl Ltd, 1 Heron Quay. London E14 4JD URL http www.thomastclford.com Distributors for Thomas Telford books are USA ASCE Press. 1801 Alexander Bell Drive. Res ton, VA 20191-4400 Japan Maruzen Co. Ltd, Book Department, 3-10 Nihonbashi 2-chome, Chuo-ku, Tokyo 103 Australia DA Books and Journals, 64tS Whitehorse Road, Mitcham 3132, Victoria Structural Eurocodes offer the opportunity of harmonized design standards for the European construction...

Info

Example 6.6 cross-section resistance under combined bending and compression A member is to be designed to carry a combined major axis bending moment and an axial force. In this example, a cross-sectional check is performed to determine the maximum bending moment that can be carried by a 457 x 191 x 98 UB in grade S235 steel, in the presence of an axial force of 1400 kN. The section properties are given in Fig. 6.15. For a nominal material thickness ( , 19.6 mm and tK 11.4 mm) of less than or...

Second Order Analysis Eurocode

Typical beam-to-column joints, a Simple joint b Semi-continuous joint, c Rigid joint Clause 5.2 Clause 5.2 explains how a second-order analysis i.e. one in which the effect of deformations significantly altering the member forces or moments or the structural behaviour is explicitly ClauseS.3 allowed for should be conducted. Clause 5.3 deals with the inclusion of geometrical Clause 5.4 imperfections both for the overall structure and for individual members, whilst clause 5.4 covers the...

General Ru Les And Rules For Buildings

Eurocode Basis of Structural Design. H. Gulvanessian, J.-A. Calgaro and M. Holicky. 0 7277 301 I 8. Published 2002. Designers' Guide to EN 1994-1-1. Eurocode 4 Design of Composite Steel and Concrete Structures. Part I.I General Rules and Rules for Buildings. R. P. Johnson and D. Anderson. 0 7277 3151 3. Published 2004. Des gners' Guide to EN 1997-1. Eurocode 7 Geotechnical Design - General Rules. R. Frank, C. Bauduin, R. Driscoll, M. Kawadas, N. Krebs Ovesen, T. Orr...

Lj

Selection of buckling curve and imperfection factor a For a hot-rolled CHS, use buckling curve a Table 6.5 Table 6.2 of EN 1993-1-1 . For curve buckling curve a, a 0.21 Table 6.4 Table 6.1 of EN 1993-1-1 . lt P 0.5 1 0.21 x 0.56 - 0.2 0.562 0.69 1 0.91x7370x275 _ . KT Rd - - 1836.3 x 10 N 1836.D kN 1836.5 gt 1630 kN buckling resistance is acceptable The chosen cross-section, 244.5 x 10 CHS, in grade S275 steel is acceptable. Laterally unrestrained beams subjected to bending about their major...

B A

Staggered arrangement of fastener holes Fig, 6.3. Angle with holes in both legs The method for calculating the net area of a cross-section in EN 1993-1-1 is essentially the same as that described in BS 5950 Part 1, with marginally different rules for sections such as angles with fastener holes in both legs. In general, the net area of the cross-section is taken as the gross area less appropriate deductions for fastener holes and other openings. For a non-staggered arrangement of...

Ei I

Ich is the in-plane second moment of area of one chord about its own neutral axis h is the in-plane second moment of area of one batten about its own neutral axis . The effective second moment of area L.ff of a battened built-up member is given in clause Clause 6.4.3.1 3 6.4.3.1 3 , and may be taken as where .i is a so-called efficiency factor, taken from Table 6.8 of EN 1993-1-1. The second part of the right-hand side of equation 6.74 , 2 i ch, represents the contribution of the moments of...

Bending Members Eurocode

Class 3 - local buckling prevents attainment of full plastic moment Class 4 - local buckling prevents attainment of yield moment Fig. 5.6. The four behavioural classes of cross-section defined by Eurocode 3 bending. Class 3 cross-scctions are fully effective in pure compression, but local buckling prevents attainment of the full plastic moment in bending bending moment resistance is therefore limited to the elastic yield moment. For Class 4 cross-sections, local buckling occurs in the elastic...

General

This chapter discusses the general aspects of EN 1993-1-1, as covered in Section J of the code. The following clauses arc addressed Normative references Clause 1.2 Distinction between Principles and Application Rules Clause 1.4 Terms and definitions Clause 1.5 Conventions for member axes Clause 1.7 Finalization of the Eurocodes, the so-called conversion of ENVs into ENs, has seen each of the final documents subdivided into a number of parts, some of which have then been further subdivided....

Steel Section Table

Steel Section Table

Selection of buckling curve for a cross-section Table 6.2 of EN 1993-1-I Table 6.5. Selection of buckling curve for a cross-section Table 6.2 of EN 1993-1-I The choice as lo which buckling curve imperfection factor to adopt is dependent upon the geometry and material properties of the cross-section and upon the axis of buckling. The appropriate buckling curvc should be determined from Table 6.5 Table 6.2 of EN 1993-1-1 , which is equivalent to the 'allocation of strut curve' tabic...

Mo

Tension Structures

Where the subscript 'min' indicates that the minimum value of Wel or Wcff should be used i.e. the elastic or effective modulus should be based on the extreme fibre that reaches yield first. Example 6.3 cross-section resistance in bending A welded I section is to be designed in bending. The proportions of the section have been selected such that it maybe classified as an effective Class 2 cross-section, as described in Section 6.2.2 of this guide. The chosen section is of grade S275 steel, and...

Durability

This short chapter conccrns the subject of durability and covers the material set out in Section 4 of EN 1993-1-1, with brief reference to EN 1990. Durability may be defined as the ability of a structure to remain fit for its intended or foreseen use throughout its design working life, with an appropriate level of maintenance. For basic durability requirements, Eurocode 3 directs the designer to Section 2.4 of EN 1990, where it is stated that 'the structure shall be designed such that...

Introduction To Eurocode

The material in this introduction relates to the foreword to the European standard EN 1993-1-1, Eurocode 3 Design of Steel Structures, Part 1.1 General Rules and Rules for Buildings. The following aspects are covered Background to the Eurocode programme Status and field of application of Eurocodes National standards implementing Eurocodes Links between Eurocodes and product-harmonized technical specifications ENs and ETAs Additional information specific to EN 1993-1 National Annex for EN...

M

For Class 1,2 and 3 cross-sections, the design compression resistance is taken as the gross cross-sectional area multiplied by the nominal material yield strength and divided by the partial factor 7M0, and likewise for Class 4 cross-sections with the exception that effective section properties a_re used in place of the gross properties. In calculating cross-sectional areas for compression resistance, no allowance need be made for fastener holes where fasteners are present except for oversize or...