1、December 2010 Translation by DIN-Sprachendienst.English price group 18No part of this translation may be reproduced without prior permission ofDIN Deutsches Institut fr Normung e. V., Berlin. Beuth Verlag GmbH, 10772 Berlin, Germany,has the exclusive right of sale for German Standards (DIN-Normen).I
2、CS 91.010.30; 91.080.10!$lhU“1736950www.din.deDDIN EN 1993-1-7Eurocode 3: Design of steel structures Part 1-7: Plated structures subject to out of plane loading(includes Corrigendum AC:2009)English translation of DIN EN 1993-1-7:2010-12Eurocode 3: Bemessung und Konstruktion von Stahlbauten Teil 1-7:
3、 Plattenfrmige Bauteile mit Querbelastung(enthlt Berichtigung AC:2009)Englische bersetzung von DIN EN 1993-1-7:2010-12Eurocode 3: Calcul des structures en acier Partie 1-7: Rsistance et stabilit des structures en plaques planes charges hors de leurplan(Corrigendum AC:2009 inclus)Traduction anglaise
4、de DIN EN 1993-1-7:2010-12SupersedesDIN EN 1993-1-7:2007-07 andDIN EN 1993-1-7 www.beuth.deDocument comprises 38 pagesIn case of doubt, the German-language original shall be considered authoritative.Corrigendum 1:2009-1203.11 DIN EN 1993-1-7:2010-12 2 A comma is used as the decimal marker. National
5、foreword This standard has been prepared by Technical Committee CEN/TC 250 “Structural Eurocodes” (Secretariat: BSI, United Kingdom). The responsible German body involved in its preparation was the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee), Working Committee NA 00
6、5-08-16 AA Tragwerksbemessung (Sp CEN/TC 250/SC 3). EN 1993-1-7 was approved by CEN on 12 June 2006. This European Standard is part of a series of standards dealing with structural design (Eurocodes) which are intended to be used as a “package”. In Guidance Paper L on the application and use of Euro
7、codes, issued by the EU Commission, reference is made to transitional periods for the introduction of the Eurocodes in the Member states. The transitional periods are given in the Foreword of this standard. In Germany, this standard is to be applied in conjunction with the National Annex. Attention
8、is drawn to the possibility that some of the elements of this document may be the subject of patent rights. DIN and/or DKE shall not be held responsible for identifying any or all such patent rights. The start and finish of text introduced or altered by amendment is indicated in the text by tags . A
9、mendments This standard differs from DIN V ENV 1993-1-7:2002-05 as follows: a) the comments received from the national member bodies of CEN have been incorporated; b) the prestandard status has been changed to that of a full standard; c) the standard has been completely revised; Compared with DIN EN
10、 1993-1-7:2007-07 and DIN EN 1993-1-7 Corrigendum 1:2009-12, the following corrections have been made: the previous 2007 edition with Corrigendum AC:2009; ) the standard has been editorially revised Previous editions DIN V ENV 1993-1-7: 2002-05 DIN EN 1993-1-7: 2007-07 DIN EN 1993-1-5 Corrigendum 1:
11、 2009-12 a) this standard is the consolidated version of bEUROPEAN STANDARD NORME EUROPENNE EUROPISCHE NORM EN 1993-1-7 April 2007 + AC April 2009 English version Eurocode 3: Design of steel structures Part 1-7: Plated structures subject to out of plane loading Eurocode 3: Calcul des structures en a
12、cier Partie 1-7: Rsistance et stabilit des structures en plaques planes charges hors de leur plan Eurocode 3: Bemessung und Konstruktion von Stahlbauten Teil 1-7: Plattenfrmige Bauteile mit Querbelastung EN 1993-1-7:2007 was approved by CEN on 2006-06-12 and Amendment AC:2009 on 2009-04-15. CEN memb
13、ers are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national standards may be obtained on applicati
14、on to the Management Centre or to any CEN member. The European Standards exist in three official versions (English, French, German). A version in any other language made by translation under the responsibility of a CEN member into its own language and notified to the Management Centre has the same s
15、tatus as the official versions. CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portu
16、gal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom. EUROPEAN COMMITTEE FOR STANDARDIZATION COMIT EUROPEN DE NORMALISATIONEUROPISCHES KOMITEE FR NORMUNG 2009 CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Members. Ref. No.
17、EN 1993-1-7:2007 + AC:2009 EManagement Centre: Avenue Marnix 17, B-1000 Brussels ICS 91.010.30; 91.080.10 Supersedes ENV 1993-1-7:1999Content 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 design .9 2.1 Requirements9 2.2 Princi
18、ples 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 plasticity16 6.4 Buckling resista
19、nce.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.3 Geometrically nonlinear analysi
20、s (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 imperfections included (GMNIA).20 Annex B in
21、formative 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 large deflection theory .26 C.1
22、General .26 C.2 Symbols 26 C.3 Uniformly distributed loading on the total surface of the place .26 C.4 Central patch loading32 DIN EN 1993-1-7:2010-12 EN 1993-1-7:2007 + AC:2009 (E) 2 National annex for EN 1993-1-7 This standard gives alternative procedures, values and recommendations with notes ind
23、icating where national choices may have to be made. The National Standard implementing EN 1993-1-7 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 allowed in EN 19
24、93-1-7 through: 6.3.2(4) DIN EN 1993-1-7:2010-12 EN 1993-1-7:2007 + AC:2009 (E) 3 Foreword This document (EN 1993-1-7:2006 + AC:2009) has been prepared by Technical Committee CEN/TC 250 “Structural Eurocodes”, the secretariat of which is held by BSI. This European Standard shall be given the status
25、of a national standard, either by publication of an identical text or by endorsement, at the latest by October 2007, and conflicting national standards shall be withdrawn at the latest by March 2010. This document supersedes ENV 1993-1-7:1999. According to the CEN-CENELEC Internal Regulations, the N
26、ational Standard Organisations of the 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.
27、 following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia, 1 General 1.1 Scope (1)P EN 1993-1-7 provides basic design rules for the structural design of unstiffened and stiffened plates which form part of plated structures such as silos, tanks or contain
28、ers, 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 document defines the design values of the resistances: the partial factor for resistances may be taken from National Annexes of the relevant applic
29、ation standards. Recommended values are given in the relevant application standards. (3) This Standard is concerned with the requirements for design against the ultimate limit state of: plastic collapse; cyclic plasticity; buckling; fatigue. (4) Overall equilibrium of the structure (sliding, uplifti
30、ng, 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 applications parts of EN 1993. (5) The rules in this Standard refer to plate segments in plated structures which may be stiffened or unstiff
31、ened. 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 unstiffened 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 e
32、ffects 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 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
33、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 treated as quasi-static actions. For fatigue, the dynamic effects must be taken into account according to EN 1993-1-9. The stress resultants ari
34、sing 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 reference, provisions from other publications. These normative references are cited at the appropriate places in the text and the publicatio
35、ns are listed hereafter. For dated references, 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 Eurocode
36、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: Plated structural elements DIN EN 1993-1-7:2010-12 EN 1993-1-7:2007 + AC:2009 (E) 4 Part 1.6: Strength and stability of shell structures Part
37、 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: Additional 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) T
38、he 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 Plated structure A structure that is built up from nominally flat plates which are joined together. The plates may be stiffened o
39、r unstiffened, see Figure 1.1. Plated structure Subpanels Transverse stiffener (trough or closed) Longitudinal stiffeners (open or closed) Plate segment Figure 1.1: Components 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 s
40、egment 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 of the plate or reinforcing it against local loads. A stiffener is denoted: longitudinal if its longitudinal direction is in the
41、 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 the member of which it forms a part. DIN EN 1993-1-7:2010-12 EN 1993-1-7:2007 + AC:2009 (E) 5 1.3.1.4 Stiffened plate Plate wit
42、h 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 stiffeners. 1.3.2 Terminology 1.3.2.1 Plastic collapse A failure mode at the ultimate limit state where the structure l
43、oses 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 occurs due to tension. 1.3.2.3 Cyclic plasticity Where repeated yielding is caused by cycles of loading and unload
44、ing. 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 of plane loading The load applied normal to the middle surface of a plate segment. 1.3.3.2 In-plane forces Forces
45、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 structure. 1.4 Symbols (1) In addition to those given in EN 1990 and EN 1993-1-1, the following symbols are used: (2) Mem
46、brane stresses in rectangular plate, see Figure 1.2: mx is the membrane normal stress in the x-direction due to membrane normal stress resultant per unit width nx; my is the membrane normal stress in the y-direction due to membrane normal stress resultant per unit width ny; mxy is the membrane shear
47、 stress due to membrane shear stress resultant per unit width nxy. DIN EN 1993-1-7:2010-12 EN 1993-1-7:2007 + AC:2009 (E) 6 Figure 1.2: Membrane stresses (3) Bending and shear stresses in rectangular plates due to bending, see Figure 1.3: bx is the stress in the x-direction due to bending moment per
48、 unit width mx; by is the stress in the y-direction due to bending moment per unit width my; bxy is the shear stress due to the twisting moment per unit width mxy; bxz is the shear stress due to transverse shear forces per unit width qx associated with bending; byz is the shear stress due to transve
49、rse shear forces qy associated 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 byz due to qx and qy are 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); strain; R load amplification factor; reduction factor for plate buckling; mx y
