1、BRITISH STANDARD BS EN1993-1-7:2007IncorporatingcorrigendumApril 2009Eurocode 3 Design ofsteel structures Part 1-7: Plated structures subject toout of plane loadingICS 91.010.30; 91.080.10g49g50g3g38g50g51g60g44g49g42g3g58g44g55g43g50g56g55g3g37g54g44g3g51g40g53g48g44g54g54g44g50g49g3g40g59g38g40g51
2、g55g3g36g54g3g51g40g53g48g44g55g55g40g39g3g37g60g3g38g50g51g60g53g44g42g43g55g3g47g36g58National forewordThis British Standard is the UK implementation of EN 1993-1-7:2007, incorporating corrigendum April 2009.The structural Eurocodes are divided into packages by grouping Eurocodes for each of the m
3、ain materials: concrete, steel, composite concrete and steel, timber, masonry 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 The conflicting national standards will be withdrawn at the end of the co-existence per
4、iod, after all the EN Eurocodes of a package are available.Following publication 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 encou
5、raged to adapt their national provisions. At the end of this co-existence period, the conflicting parts of national standard(s) will be withdrawn.In the UK, the primary corresponding national standard is:BS 5400-3:2000, Steel, concrete and composite bridges. Code of practice for design of steel brid
6、ges BS EN 1993-1-7 partially supersedes BS 5400-3, which will be withdrawn by March 2010. The UK participation in its preparation was entrusted by Technical Committee B/525, Building and civil engineering structures, to Subcommittee B/525/31, Structural use of steel.A list of organizations represent
7、ed 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 national 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 P
8、arameter (NDP). NDPs can be a specific value for a factor, a specific level or class, a particular method or a particular application rule if several are proposed in the EN.National Annex NA to BS EN 1993-1-7To enable EN 1993-1-7 to be used in the UK, the committee has decided that no National Annex
9、 will be issued and recommend the following: all the Recommended Values should be used; all Informative Annexes may be used; and no NCCI have currently been identified.This publication does not purport to include all the necessary provisions of a contract. Users are responsible for its correct appli
10、cation. Compliance with a British Standard cannot confer immunity from legal obligations.BS EN 1993-1-7:2007This British Standard was published under the authority of the Standards Policy and Strategy Committee on 31 July 2007 BSI 2010Amendments/corrigenda issued since publicationDate Comments 28 Fe
11、bruary 2010 Implementation of CEN corrigendum April 2009 Equation 5.4 modifiedISBN 978 0 580 66398 7EUROPEAN STANDARDNORME EUROPENNEEUROPISCHE NORMIncorporating corrigendum April 2009EN 1993-1-7April 2007ICS 91.010.30; 91.080.10 Supersedes ENV 1993-1-7:1999 English VersionEurocode 3 - Design of stee
12、l structures - Part 1-7: Platedstructures subject to out of plane loadingEurocode 3 - Calcul des structures en acier - Partie 1-7:Rsistance et stabilit des structures en plaques planescharges hors de leur planEurocode 3 - Bemessung und Konstruktion vonStahlbauten - Teil 1-7: Plattenfrmige Bauteile m
13、itQuerbelastungThis European Standard was approved by CEN on 12 June 2006.CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this EuropeanStandard the status of a national standard without any alteration. Up-to-date lists and bibliogra
14、phical references concerning such nationalstandards may be obtained on application to the CEN Management Centre or to any CEN member.This European Standard exists in three official versions (English, French, German). A version in any other language made by translationunder the responsibility of a CE
15、N member into its own language and notified to the CEN Management Centre has the same status as theofficial versions.CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland,France, Germany, Greece, Hungary, Iceland, Ireland, Ital
16、y, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal,Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.EUROPEAN COMMITTEE FOR STANDARDIZATIONCOMIT EUROPEN DE NORMALISATIONEUROPISCHES KOMITEE FR NORMUNGManagement Centre: rue de Stassart, 36 B-1050 Br
17、ussels 2007 CEN All rights of exploitation in any form and by any means reservedworldwide for CEN national Members.Ref. No. EN 1993-1-7:2007: EEN 1993-1-7: 2007 (E) 2 Content Page Foreword .3 1 General.4 1.1 Scope 4 1.2 Normative references4 1.3 Terms and definitions.5 1.4 Symbols 6 2 Basis of desig
18、n .9 2.1 Requirements9 2.2 Principles of limit state design9 2.3 Actions9 2.4 Design assisted by testing.10 3 Material properties.10 4 Durability.10 5 Structural analysis 10 5.1 General .10 5.2 Stress resultants in the plate10 6 Ultimate limit state15 6.1 General .15 6.2 Plastic limit.15 6.3 Cyclic
19、plasticity16 6.4 Buckling resistance.17 7 Fatigue .18 8 Serviceability limit state .18 8.1 General .18 8.2 Out of plane deflection .18 8.3 Excessive vibrations .18 Annex A informative Types of analysis for the design of plated structures19 A.1 General .19 A.2 Linear elastic plate analysis (LA).19 A.
20、3 Geometrically nonlinear analysis (GNA) .19 A.4 Materially nonlinear analysis (MNA).20 A.5 Geometrically and materially nonlinear analysis (GMNA)20 A.6 Geometrically nonlinear analysis elastic with imperfections included (GNIA).20 A.7 Geometrically and materially nonlinear analysis with imperfectio
21、ns included (GMNIA).20 Annex B informative Internal stresses of unstiffened rectangular plates from small deflection theory .21 B.1 General .21 B.2 Symbols 21 B.3 Uniformly distributed loading 21 B.4 Central patch loading24 Annex C informative Internal stresses of unstiffened rectangular plates from
22、 large deflection theory .26 C.1 General .26 C.2 Symbols 26 C.3 Uniformly distributed loading on the total surface of the place .26 C.4 Central patch loading32 BS EN 1993-1-7:2007EN 1993-1-7: 2007 (E) 3 Foreword Foreword This European Standard EN 1993-1-7, Eurocode 3: Design of steel structures: Par
23、t 1-7 Plated structures subject to out of plane loading, has been prepared by Technical Committee CEN/TC250 Structural Eurocodes , the Secretariat of which is held by BSI. CEN/TC250 is responsible for all Structural Eurocodes. This European Standard shall be given the status of a National Standard,
24、either by publication of an identical text or by endorsement, at the latest by October 2007, and conflicting National Standards shall be withdrawn at latest by March 2010. This Eurocode supersedes ENV 1993-1-7. According to the CEN-CENELEC Internal Regulations, the National Standard Organizations of
25、 the following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slova
26、kia, Slovenia, Spain, Sweden, Switzerland and United Kingdom. National annex for EN 1993-1-7 This standard gives alternative procedures, values and recommendations with notes indicating where national choices may have to be made. The National Standard implementing EN 1993-1-7 should have a National
27、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 allowed in EN 1993-1-7 through: 6.3.2(4) BS EN 1993-1-7:2007EN 1993-1-7: 2007 (E) 4 1 General 1.1 Scope (1)P EN 1993-1-7 provides basic de
28、sign rules for the structural design of unstiffened and stiffened plates which form part of plated structures such as silos, tanks or containers, that are loaded by out of plane actions. It is intended to be used in conjunction with EN 1993-1-1 and the relevant application standards. (2) This docume
29、nt defines the design values of the resistances: the partial factor for resistances may be taken from National Annexes of the relevant application standards. Recommended values are given in the relevant application standards. (3) This Standard is concerned with the requirements for design against th
30、e ultimate limit state of: plastic collapse; cyclic plasticity; buckling; fatigue. (4) Overall equilibrium of the structure (sliding, uplifting, overturning) is not included in this Standard, but is treated in EN 1993-1-1. Special considerations for specific applications may be found in the relevant
31、 applications parts of EN 1993. (5) The rules in this Standard refer to plate segments in plated structures which may be stiffened or unstiffened. These plate segments may be individual plates or parts of a plated structure. They are loaded by out of plane actions. (6) For the verification of unstif
32、fened and stiffened plated structures loaded only by in-plane effects see EN 1993-1-5. In EN 1993-1-7 rules for the interaction between the effects of inplane and out of plane loading are given. (7) For the design rules for cold formed members and sheeting see EN 1993-1-3. (8) The temperature range
33、within which the rules of this Standard are allowed to be applied are defined in the relevant application parts of EN 1993. (9) The rules in this Standard refer to structures constructed in compliance with the execution specification of EN 1090-2. (10) Wind loading and bulk solids flow should be tre
34、ated as quasi-static actions. For fatigue, the dynamic effects must be taken into account according to EN 1993-1-9. The stress resultants arising from the dynamic behaviour are treated in this part as quasi-static. 1.2 Normative references (1) This European Standard incorporates, by dated or undated
35、 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 references, subsequent amendments to or revisions of any of these publications apply to this European Standard only when inc
36、orporated in it by amendment or revision. For undated references the latest edition of the publication referred to applies. EN 1993 Eurocode 3: Design of steel structures: Part 1.1: General rules and rules for buildings Part 1.3: Cold-formed members and sheeting Part 1.4: Stainless steels Part 1.5:
37、Plated structural elements BS EN 1993-1-7:2007EN 1993-1-7: 2007 (E) 5 Part 1.6: Strength and stability of shell structures Part 1.8: Design of joints Part 1.9: Fatigue strength of steel structures Part 1.10: Selection of steel for fracture toughness and through-thickness properties Part 1.12: Additi
38、onal rules for the extension of EN 1993 up to steel grades S700 Part 4.1: Silos Part 4.2: Tanks 1.3 Terms and definitions (1) The rules in EN 1990, clause 1.5 apply. (2) The following terms and definitions are supplementary to those used in EN 1993-1-1: 1.3.1 Structural forms and geometry 1.3.1.1 Pl
39、ated structure A structure that is built up from nominally flat plates which are joined together. The plates may be stiffened or unstiffened, see Figure 1.1. Plated structure Subpanels Transverse stiffener (trough or closed) Longitudinal stiffeners (open or closed) Plate segment Figure 1.1: Componen
40、ts of a plated structure 1.3.1.2 Plate segment A plate segment is a flat plate which may be unstiffened or stiffened. A plate segment should be regarded as an individual part of a plated structure. 1.3.1.3 Stiffener A plate or a section attached to the plate with the purpose of preventing buckling o
41、f the plate or reinforcing it against local loads. A stiffener is denoted: longitudinal if its longitudinal direction is in the main direction of load transfer of the member of which it forms a part. transverse if its longitudinal direction is perpendicular to the main direction of load transfer of
42、the member of which it forms a part. BS EN 1993-1-7:2007EN 1993-1-7: 2007 (E) 6 1.3.1.4 Stiffened plate Plate with transverse and/or longitudinal stiffeners. 1.3.1.5 Sub-panel Unstiffened plate surrounded by stiffeners or, on a web, by flanges and/or stiffeners or, on a flange, by webs and/or stiffe
43、ners. 1.3.2 Terminology 1.3.2.1 Plastic collapse A failure mode at the ultimate limit state where the structure loses its ability to resist increased loading due to the development of a plastic mechanism. 1.3.2.2 Tensile rupture A failure mode in the ultimate limit state where failure of the plate o
44、ccurs due to tension. 1.3.2.3 Cyclic plasticity Where repeated yielding is caused by cycles of loading and unloading. 1.3.2.4 Buckling Where the structure looses its stability under compression and/or shear. 1.3.2.5 Fatigue Where cyclic loading causes cracking or failure. 1.3.3 Actions 1.3.3.1 Out o
45、f plane loading The load applied normal to the middle surface of a plate segment. 1.3.3.2 In-plane forces Forces applied parallel to the surface of the plate segment. They are induced by in-plane effects (for example temperature and friction effects) or by global loads applied at the plated structur
46、e. 1.4 Symbols (1) In addition to those given in EN 1990 and EN 1993-1-1, the following symbols are used: (2) Membrane stresses in rectangular plate, see Figure 1.2: mxis the membrane normal stress in the x-direction due to membrane normal stress resultant per unit width nx; myis the membrane normal
47、 stress in the y-direction due to membrane normal stress resultant per unit width ny; mxyis the membrane shear stress due to membrane shear stress resultant per unit width nxy. BS EN 1993-1-7:2007EN 1993-1-7: 2007 (E) 7 Figure 1.2: Membrane stresses (3) Bending and shear stresses in rectangular plat
48、es due to bending, see Figure 1.3: bxis the stress in the x-direction due to bending moment per unit width mx; byis the stress in the y-direction due to bending moment per unit width my; bxyis the shear stress due to the twisting moment per unit width mxy; bxzis the shear stress due to transverse sh
49、ear forces per unit width qxassociated with bending; byzis the shear stress due to transverse shear forces qyassociated with bending. Figure 1.3: Normal and shear stresses due to bending NOTE: In general, there are eight stress resultants in a plate at any point. The shear stresses bxz and byzdue to qxand qyare in most practical cases insignificant compared to the other components of stress, and therefore they may normally be disregarded for the design. (4) Greek lower case letters: aspect ratio of a plate segment (a/b); stra
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