EN 1993-1-5-2006 en Eurocode 3 - Design of steel structures - Part 1-5 Plated structural elements (Incorporates Amendment A1 2017)《欧洲法规3 钢结构的设计 第1-5部分 凯装结构部件 合并勘误表2009年4月》.pdf

《EN 1993-1-5-2006 en Eurocode 3 - Design of steel structures - Part 1-5 Plated structural elements (Incorporates Amendment A1 2017)《欧洲法规3 钢结构的设计 第1-5部分 凯装结构部件 合并勘误表2009年4月》.pdf》由会员分享，可在线阅读，更多相关《EN 1993-1-5-2006 en Eurocode 3 - Design of steel structures - Part 1-5 Plated structural elements (Incorporates Amendment A1 2017)《欧洲法规3 钢结构的设计 第1-5部分 凯装结构部件 合并勘误表2009年4月》.pdf（56页珍藏版）》请在麦多课文档分享上搜索。

1、BRITISH STANDARDBS EN 1993-1-5:2006Eurocode 3 Design of steel structures Part 1-5: Plated structural elementsICS 91.010.30; 91.080.10g49g50g3g38g50g51g60g44g49g42g3g58g44g55g43g50g56g55g3g37g54g44g3g51g40g53g48g44g54g54g44g50g49g3g40g59g38g40g51g55g3g36g54g3g51g40g53g48g44g55g55g40g39g3g37g60g3g38g5

2、0g51g60g53g44g42g43g55g3g47g36g58corrigendum April 2009Incorporating National forewordThis British Standard is the UK implementation of EN 1993-1-5:2006, incorporating corrigendum April 2009. The start and finish of text introduced or altered by corrigendum is indicated in the text by tags. Tags ind

3、icating changes to CEN text carry the number of the CEN corrigendum. For example, text altered by April 2009 corrigendum is indicated by .The structural Eurocodes are divided into packages by grouping Eurocodes for each of the main materials: concrete, steel, composite concrete and steel, timber, ma

4、sonry and aluminium; this is to enable a common date of withdrawal (DOW) for all the relevant parts that are needed for a particular design. The conflicting national standards will be withdrawn at the end of the co-existence period, after all the EN Eurocodes of a package are available.Following pub

5、lication of the EN, there is a period allowed for national calibration during which the National Annex is issued, followed by a co-existence period of a maximum three years. During the co-existence period Member States are encouraged to adapt their national provisions. At the end of this co-existenc

6、e period, the conflicting parts of national standard(s) will be withdrawn.In the UK, the primary corresponding national standards are: BS 449-2:1969, Specification for the use of structural steel in building. Metric units BS 5400-3:2000, Steel, concrete and composite bridges. Code of practice for de

7、sign of steel bridgesBS 5950-1:2000, Structural use of steelwork in building. Code of practice for design. Rolled and welded sections BS EN 1993-1-5 partially supersedes BS 449-2, BS 5400-3, and BS 5950-1, which will be withdrawn by March 2010. The UK participation in its preparation was entrusted b

8、y Technical Committee B/525, Building and civil engineering structures, to Subcommittee B/525/31, Structural use of steel.A list of organizations represented on this subcommittee can be obtained on request to its secretary.Where a normative part of this EN allows for a choice to be made at the natio

9、nal level, the range and possible choice will be given in the normative text as Recommended Values, and a note will qualify it as a Nationally Determined Parameter (NDP). NDPs can be a specific value for a factor, a specific level or class, a particular method or a particular application rule if sev

10、eral are proposed in the EN.To enable EN 1993-1-5 to be used in the UK, the NDPs have been published in a National Annex, which has been issued separately by BSI.This publication does not purport to include all the necessary provisions of a contract. Users are responsible for its correct application

11、. Compliance with a British Standard cannot confer immunity from legal obligations.BS EN 1993-1-5:2006This British Standard was published under the authority of the Standards Policy and Strategy Committee on 30 November 2006 BSI 2010ISBN 978 0 580 66395 6Amendments/corrigenda issued since publicatio

12、nDate Comments 28 February 2010 Implementation of CEN corrigendum April 2009EUROPEAN STANDARDNORME EUROPENNEEUROPISCHE NORMEN 1993-1-5October 2006ICS 91.010.30; 91.080.10 Supersedes ENV 1993-1-5:1997 English VersionEurocode 3 - Design of steel structures - Part 1-5: Platedstructural elementsEurocode

13、 3 - Calcul des structures en acier - Partie 1-5:Plaques planesEurocode 3 - Bemessung und konstruktion von Stahlbauten- Teil 1-5: PlattenbeulenThis European Standard was approved by CEN on 13 January 2006.CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the c

14、onditions for giving this EuropeanStandard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such nationalstandards may be obtained on application to the Central Secretariat or to any CEN member.This European Standard exists in three

15、 official versions (English, French, German). A version in any other language made by translationunder the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the officialversions.CEN members are the national standards bodies of Austria

16、, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France,Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania,Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.EUROPEAN COMMITTEE FOR STANDA

17、RDIZATIONCOMIT EUROPEN DE NORMALISATIONEUROPISCHES KOMITEE FR NORMUNGManagement Centre: rue de Stassart, 36 B-1050 Brussels 2006 CEN All rights of exploitation in any form and by any means reservedworldwide for CEN national Members.Ref. No. EN 1993-1-5:2006: EIncorporating corrigendum April 20092 Co

18、ntent Page 1 Introduction 5 1.1 Scope 5 1.2 Normative references 5 1.3 Terms and definitions 5 1.4 Symbols 6 2 Basis of design and modelling 7 2.1 General 7 2.2 Effective width models for global analysis 7 2.3 Plate buckling effects on uniform members 7 2.4 Reduced stress method 8 2.5 Non uniform me

19、mbers 8 2.6 Members with corrugated webs 8 3 Shear lag in member design 9 3.1 General 9 3.2 Effectiveswidth for elastic shear lag 9 3.3 Shear lag at the ultimate limit state 12 4 Plate buckling effects due to direct stresses at the ultimate limit state 13 4.1 General 13 4.2 Resistance to direct stre

20、sses 13 4.3 Effective cross section 13 4.4 Plate elements without longitudinal stiffeners 15 4.5 Stiffened plate elements with longitudinal stiffeners 18 4.6 Verification 21 5 Resistance to shear 21 5.1 Basis 21 5.2 Design resistance 22 5.3 Contribution from the web 22 5.4 Contribution from flanges

21、25 5.5 Verification 25 6 Resistance to transverse forces 25 6.1 Basis 25 6.2 Design resistance 26 6.3 Length of stiff bearing 26 6.4 Reduction factor Ffor effective length for resistance 27 6.5 Effective loaded length 27 6.6 Verification 28 7 Interaction 28 7.1 Interaction between shear force, bendi

22、ng moment and axial force 28 7.2 Interaction between transverse force, bending moment and axial force 29 8 Flange induced buckling 29 9 Stiffeners and detailing 30 9.1 General 30 9.2 Direct stresses 30 9.3 Shear 34 9.4 Transverse loads 35 10 Reduced stress method 36 Annex A (informative) Calculation

23、 of critical stresses for stiffened plates 38 BS EN 1993-1-5:2006EN 1993-1-5:2006 (E)3 Annex B (informative) Non uniform members 43 Annex C (informative) Finite Element Methods of Analysis (FEM) 45 Annex D (informative) Plate girders with corrugated webs 50 Annex E (normative) Alternative methods fo

24、r determining effective cross sections 53 BS EN 1993-1-5:2006EN 1993-1-5:2006 (E)4 Foreword This European Standard EN 1993-1-5, Eurocode 3: Design of steel structures Part 1.5: Plated structural elements, has been prepared by Technical Committee CEN/TC250 Structural Eurocodes , the Secretariat of wh

25、ich is held by BSI. CEN/TC250 is responsible for all Structural Eurocodes. This European Standard shall be given the status of a National Standard, either by publication of an identical text or by endorsement, at the latest by April 2007 and conflicting National Standards shall be withdrawn at lates

26、t by March 2010. This Eurocode supersedes ENV 1993-1-5. According to the CEN-CENELEC Internal Regulations, the National Standard Organizations of the following countries are bound to implement this European Standard: Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, German

27、y, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom. National annex for EN 1993-1-5 This standard gives alternative procedures, values and recommendations

28、with notes indicating where national choices may have to be made. The National Standard implementing EN 1993-1-5 should have a National Annex containing all Nationally Determined Parameters to be used for the design of steel structures to be constructed in the relevant country. National choice is al

29、lowed in EN 1993-1-5 through: 2.2(5) 3.3(1) 4.3(6) 5.1(2) 6.4(2) 8(2) 9.1(1) 9.2.1(9) 10(1) 10(5) C.2(1) C.5(2) C.8(1) C.9(3) D.2.2(2) BS EN 1993-1-5:2006EN 1993-1-5:2006 (E)5 1 Introduction 1.1 Scope (1) EN 1993-1-5 gives design requirements of stiffened and unstiffened plates which are subject to

30、in-plane forces. (2) Effects due to shear lag, in-plane load introduction and plate buckling for I-section girders and box girders are covered. Also covered are plated structural components subject to in-plane loads as in tanks and silos. The effects of out-of-plane loading are outside the scope of

31、this document. NOTE 1: The rules in this part complement the rules for class 1, 2, 3 and 4 sections, see EN 1993-1-1. NOTE 2: For the design of slender plates which are subject to repeated direct stress and/or shear and also fatigue due to out-of-plane bending of plate elements (breathing) see EN 19

32、93-2 and EN 1993-6. NOTE 3: For the effects of out-of-plane loading and for the combination of in-plane effects and out-of-plane loading effects see EN 1993-2 and EN 1993-1-7. NOTE 4: Single plate elements may be considered as flat where the curvature radius r satisfies: tar2 (1.1) where a is the pa

33、nel width t is the plate thickness 1.2 Normative references (1) This European Standard incorporates, by dated or undated reference, provisions from other publications. These normative references are cited at the appropriate places in the text and the publications are listed hereafter. For dated refe

34、rences, subsequent amendments to or revisions of any of these publications apply to this European Standard only when incorporated in it by amendment or revision. For undated references the latest edition of the publication referred to applies. EN 1993-1-1 Eurocode 3 :Design of steel structures: Part

35、 1-1: General rules and rules for buildings 1.3 Terms and definitions For the purpose of this standard, the following terms and definitions apply: 1.3.1 elastic critical stress stress in a component at which the component becomes unstable when using small deflection elastic theory of a perfect struc

36、ture 1.3.2 membrane stress stress at mid-plane of the plate 1.3.3 gross cross-section the total cross-sectional area of a member but excluding discontinuous longitudinal stiffeners 1.3.4 effective cross-section and effective width the gross cross-section or width reduced for the effects of plate buc

37、kling or shear lag or both; to distinguish between their effects the word “effective” is clarified as follows: “effectivep“ denotes effects of plate buckling BS EN 1993-1-5:2006EN 1993-1-5:2006 (E)6 “effectives“ denotes effects of shear lag “effective“ denotes effects of plate buckling and shear lag

38、 1.3.5 plated structure a structure built up from nominally flat plates which are connected together; the plates may be stiffened or unstiffened 1.3.6 stiffener a plate or section attached to a plate to resist buckling or to strengthen the plate; a stiffener is denoted: longitudinal if its direction

39、 is parallel to the member; transverse if its direction is perpendicular to the member. 1.3.7 stiffened plate plate with transverse or longitudinal stiffeners or both 1.3.8 subpanel unstiffened plate portion surrounded by flanges and/or stiffeners 1.3.9 hybrid girder girder with flanges and web made

40、 of different steel grades; this standard assumes higher steel grade in flanges compared to webs 1.3.10 sign convention unless otherwise stated compression is taken as positive 1.4 Symbols (1) In addition to those given in EN 1990 and EN 1993-1-1, the following symbols are used: Astotal area of all

41、the longitudinal stiffeners of a stiffened plate; Astgross cross sectional area of one transverse stiffener; Aeffeffective cross sectional area; Ac,effeffectivepcross sectional area; Ac,eff,loceffectivepcross sectional area for local buckling; a length of a stiffened or unstiffened plate; b width of

42、 a stiffened or unstiffened plate; bw;beffeffectiveswidth for elastic shear lag; FEddesign transverse force; hwclear web depth between flanges; Leffeffective length for resistance to transverse forces, see 6; Mf.Rddesign plastic moment of resistance of a cross-section consisting of the flanges only;

43、 Mpl.Rddesign plastic moment of resistance of the cross-section (irrespective of cross-section class); MEddesign bending moment; NEddesign axial force; t thickness of the plate; BS EN 1993-1-5:2006EN 1993-1-5:2006 (E)clear width between welds for welded sections or between ends of radii for rolled s

44、ections7 VEddesign shear force including shear from torque; Weffeffective elastic section modulus; effectiveswidth factor for elastic shear lag; (2) Additional symbols are defined where they first occur. 2 Basis of design and modelling 2.1 General (1)P The effects of shear lag and plate buckling sha

45、ll be taken into account at the ultimate, serviceability or fatigue limit states. NOTE: Partial factors M0and M1used in this part are defined for different applications in the National Annexes of EN 1993-1 to EN 1993-6. 2.2 Effective width models for global analysis (1)P The effects of shear lag and

46、 of plate buckling on the stiffness of members and joints shall be taken into account in the global analysis. (2) The effects of shear lag of flanges in global analysis may be taken into account by the use of an effectiveswidth. For simplicity this effectiveswidth may be assumed to be uniform over t

47、he length of the span. (3) For each span of a member the effectiveswidth of flanges should be taken as the lesser of the full width and L/8 per side of the web, where L is the span or twice the distance from the support to the end of a cantilever. (4) The effects of plate buckling in elastic global

48、analysis may be taken into account by effectivepcross sectional areas of the elements in compression, see 4.3. (5) For global analysis the effect of plate buckling on the stiffness may be ignored when the effectivepcross-sectional area of an element in compression is larger than limtimes the gross c

49、ross-sectional area of the same element. NOTE 1: The parameter limmay be given in the National Annex. The value lim= 0,5 is recommended. NOTE 2: For determining the stiffness when (5) is not fulfilled, see Annex E. 2.3 Plate buckling effects on uniform members (1) Effectivepwidth models for direct stresses, resistance models for shear buckling and buckling due to transverse loads as well as interactions between these models for determining the resistance of uniform members at the ultimate limit state may be used when the f