DIN EN 1993-1-1 NA-2017 National Annex - Nationally determined parameters - Eurocode 3 Design of steel structures - Part 1-1 General rules and rules for buildings《国家附录 国家制定参数 欧洲规范3.pdf

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1、September 2017 English price group 10No 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).ICS 91.010.30; 91.080.13!%mMn“2744

2、275www.din.deDIN EN 1993-1-1/NANational Annex Nationally determined parameters Eurocode 3: Design of steel structures Part 11: General rules and rules for buildings,English translation of DIN EN 1993-1-1/NA:2017-09Nationaler Anhang National festgelegte Parameter Eurocode 3: Bemessung und Konstruktio

3、n von Stahlbauten Teil 11: Allgemeine Bemessungsregeln und Regeln fr den Hochbau,Englische bersetzung von DIN EN 1993-1-1/NA:2017-09Annexe national Paramtres dtermins au plan national Eurocode 3: Calcul des structures en acier Partie 11: Rgles gnrales et rgles pour les btiments,Traduction anglaise d

4、e DIN EN 1993-1-1/NA:2017-09SupersedesDIN EN 199311/NA:201508www.beuth.deDocument comprises 16 pagesDTranslation by DIN-Sprachendienst.In case of doubt, the German-language original shall be considered authoritative.10.17 DIN EN 1993-1-1/NA:2017-09 2 A comma is used as the decimal marker. Contents P

5、age Foreword . 3 1 Scope 4 2 National provisions for the application of DIN EN 1993-1-1:2010-12 and DIN EN 1993-1-1/A1:2014-07 4 2.1 General 4 2.2 National provisions . 5 NCI Bibliography 16 DIN EN 1993-1-1/NA:2017-09 3 Foreword This document has been prepared by Working Committee NA 005-08-16 AA “S

6、tructural design” of the DIN-Normenausschuss Bauwesen (DIN Standards Committee Building and Civil Engineering). This document is the National Annex to DIN EN 1993-1-1:2010-12 and DIN EN 1993-1-1/A1:2014-07, Eurocode 3: Design of steel structures Part 1-1: General design rules and rules for buildings

7、. European Standard EN 1993-1-1 allows national safety parameters, referred to as Nationally Determined Parameters (NDPs), to be specified for a number of points. The NDPs cover alternative verification methods, the provision of individual values and the selection of classes from designated classifi

8、cation systems. The relevant parts of the text are identified in the European Standard by references to the possibility of national choice and are listed in NA.2.1. This National Annex also includes non-contradictory complementary information (NCI) for the application of DIN EN 1993-1-1:2010-12 and

9、DIN EN 1993-1-1/A1:2014-07. This National Annex is an integral part of DIN EN 1993-1-1:2010-12 and DIN EN 1993-1-1/A1:2014-07. Amendments This standard differs from DIN EN 1993-1-1/NA:2015-08 as follows: a) Amendment A1 has been incorporated. Previous editions DIN 1050: 1934-08, 1937xxxxx-07, 1946-1

10、0, 1957x-12, 1968-06 DIN 1073: 1928-04, 1931-09, 1941-01, 1974-07 DIN 1079: 1938-01, 1938-11, 1970-09 DIN 4100: 1931-05, 1933-07, 1934xxxx-08, 1956-12, 1968-12 DIN 4101: 1937xxx-07, 1974-07 Supplement to DIN 1073: 1974-07 DIN 18800-1: 1981-03, 1990-11, 2008-11 DIN 18800-1/A1: 1996-02 DIN 4114-1: 195

11、2xx-07 DIN 4114-2: 1952-07, 1953-02 DIN 18800-2: 1990-11, 2008-11 DIN 18800-2/A1: 1996-02 DIN 18801: 1983-09 DIN 18808: 1984-10 DIN V ENV 1993-1-1: 1993-04 DIN V ENV 1993-1-1/A1: 2002-05 DIN V ENV 1993-1-1/A2: 2002-05 DIN EN 1993-1-1/NA: 2010-12, 2015-08 DIN EN 1993-1-1/NA:2017-09 4 1 Scope This Nat

12、ional Annex contains national provisions relating to the design of steel structures that are to be taken into consideration when applying DIN EN 1993-1-1:2010-12 and DIN EN 1993-1-1/A1:2014-07 in Germany. This National Annex is only valid in conjunction with DIN EN 1993-1-1:2010-12 and DIN EN 1993-1

13、-1/A1:2014-07. 2 National provisions for the application of DIN EN 1993-1-1:2010-12 and DIN EN 1993-1-1/A1:2014-07 2.1 General DIN EN 1993-1-1:2010-12 and DIN EN 1993-1-1/A1:2014-07 refer to the option of choosing Nationally Determined Parameters (NDPs) at the following places in the text: 2.3.1(1)

14、3.1(2) 3.2.1(1) 3.2.2(1) 3.2.3(1)P 3.2.3(3)B 3.2.4(1) 5.2.1(3) 5.2.2(8) 5.3.2(3) 5.3.2(11) 5.3.4(3) 6.1(1) 6.1(1) 6.3.2.2(2) 6.3.2.3(1) 6.3.2.3(2) 6.3.2.4(1)B 6.3.2.4(2)B 6.3.3(5) 6.3.4(1) 7.2.1(1)B 7.2.2(1)B 7.2.3(1)B BB.1.3.(3)B C.2.2(3) C.2.2(4) In addition, NA 2.2 includes non-contradictory comp

15、lementary information for the application of DIN EN 1993-1-1:2010-12 and DIN EN 1993-1-1/A1:2014-07. This information is preceded by the letters “NCI”. 1.1.1(3) !5.1“ 5.1.1 !6.2.10(3)“ 6.3.1.1(1) 6.3.1.3(2) 6.3.2.3(2) BB.1.1(2)B BB.1.2.(2)B !BB.2.1“ BB.2.2 Bibliography DIN EN 1993-1-1/NA:2017-09 5 2

16、.2 National provisions In the following, the clauses are numbered as in DIN EN 1993-1-1:2010-12 and DIN EN 1993-1-1/A1:2014-07. NCI re 1.1.1(3) This clause lists additional and updated references to those in DIN EN 1993-1-1:2010-12. Additional references: DIN EN 1990:2010-12, Eurocode: Basis of stru

17、ctural design DIN EN 1991 (all parts), Eurocode 1: Actions on structures DIN EN 1993-1-1:2010-12, Eurocode 3: Design of steel structures Part 1-1: General rules and rules for buildings DIN EN 1993-1-10/NA:2010-12, National Annex Nationally determined parameters Eurocode 3: Design of steel structures

18、 Part 1-10: Material toughness and through-thickness properties DIN EN 1993-1-12, Eurocode 3: Design of steel structures Part 1-12: Additional rules for the extension of EN 1993 up to steel grades S 700 SEP 1390, STAHL-EISEN-Prfblatt des Vereins Deutscher Eisenhttenleute (STAHL-EISEN testing guideli

19、ne issued by the Association of German Steel Manufacturers)1)Updated references: EN 10164:2004, Steel products with improved deformation properties perpendicular to the surface of the product Technical delivery conditions EN 102101:2006, Hot finished structural hollow sections of non-alloy and fine

20、grain steels Part 1: Technical delivery conditions EN 102191:2006, Cold formed welded structural hollow sections of non-alloy and fine grain steels Part 1: Technical delivery conditions NDP re 2.3.1(1) Note 1 There are no additional provisions. 1) Obtainable from: Beuth Verlag GmbH, Am DIN-Platz, Bu

21、rggrafenstr. 6, 10787 Berlin, Germany. DIN EN 1993-1-1/NA:2017-09 6 NDP re 3.1(2) Note The application of DIN EN 1993-1-1 is restricted to cover only steel grades and products listed in DIN EN 1993-1-1:2010-12, Table 3.1. The use of other steel grades is dealt with in DIN EN 1993-1-12. The use of st

22、eel grades other than those covered in DIN EN 1993-1-12 is permitted provided that information regarding the chemical composition, the mechanical properties and weldability is provided in the steel manufacturers delivery documentation and these properties are assignable to one of the grades listed i

23、n the above-mentioned Table 3.1, or the properties of these grades are comprehensively dealt with in product standards and their suitability is proven, or proof of their suitability is provided in the form of a bauaufsichtlicher Verwendungsnachweis (e.g. a German national technical approval (agrment

24、) or permission on a case-by-case basis). In addition, if products with a yield strength up to 355 N/mm2are welded onto, and the welds are located in areas subjected to tension and bending-tensile stresses, the conditions given in Table NA.1 shall be met. As an alternative, the suitability of the st

25、eel used may be verified by means of a weld bead bent test according to SEP 1390. Verification of suitability according to SEP 1390 is obligatory for components made of steel over 30 mm thick of the grades according to DIN EN 10025-5. !NOTE Testing according to SEP 1390 is only required for flat pro

26、ducts and sections. This means that round materials of solid cross section and hollow profiles (both rectangular and circular) are excluded.“ Table NA.1 Equivalence criterion Steel grade Thickness t S355 t 30 mm t 30 mm to t 80 mm t 80 mm No specific requirements Fine grain structural steel of quali

27、ty class N or M according to DIN EN 10025-3 or DIN EN 10025-4, DIN EN 10210-1 and DIN EN 10219-1 Fine grain structural steel of quality class NL or ML according to DIN EN 10025-3 or DIN EN 10025-4, DIN EN 10210-1 and DIN EN 10219-1 S275 No specific requirements Fine grain structural steel of quality

28、 class N or M according to DIN EN 10025-3 or DIN EN 10025-4, DIN EN 10210-1 and DIN EN 10219-1 Fine grain structural steel of quality class NL or ML according to DIN EN 10025-3 or DIN EN 10025-4, DIN EN 10210-1 and DIN EN 10219-1 S235 No specific requirements Quality class +N or +M according to DIN

29、EN 10025-2 DIN EN 1993-1-1/NA:2017-09 7 NDP re 3.2.1(1) Note fyand fuvalues may be taken from the relevant product standards (DIN EN 10025-2 to DIN EN 10025-6, DIN EN 10210-1 and DIN EN 10219-1) or from DIN EN 1993-1-1:2010-12, Table 3.1. NDP re 3.2.2(1) Note The recommendations apply. NDP re 3.2.3(

30、1)P Note See DIN EN 1993-1-10/NA:2010-12, Annex A for the lowest service temperatures to be adopted for the design. NDP re 3.2.3(3)B Note B The recommendation applies. NDP re 3.2.4(1) Note 3B The recommendation applies. !NCI re 5.1 Structural modelling for analysis Support reactions of continuous be

31、ams Assuming a uniformly distributed load, the support reactions for a support width ratio min l 0,8 max l shall be determined in the same way as for simply supported beams, except for two-span beams. “ NCI re 5.1.1 Structural modelling and basic assumptions If, in an analysis, an increase in yield

32、strength results in an increase in stress without a proportional increase in the corresponding resistance, the upper yield strength shall be assumed to be equal to the following: yupper= 1,3 y(NA.1) In penetration welds or partial-penetration welds, an increase in the corresponding resistance can be

33、 assumed. In the case of conventional structures, the increase in support reactions resulting from an increase in the upper yield point may be neglected. The upper yield point may be disregarded if, firstly, the stresses in all connections are taken to be 1,2 times the ultimate internal forces and m

34、oments of the connected parts in the plastic state, and secondly, members are of constant cross section along their length. NOTE 1 In two-span beams of uniform cross section, subjected to a uniformly distributed load, the increase in the support reaction at the centre support according to the plasti

35、c-plastic method is only about 4 % due to the assumption of the upper yield strength. NOTE 2 In plastic hinge theory, the internal forces and moments are limited to the plastic resistances. If the yield strength at a plastic hinge is higher than the resistance Rd, which is a lower yield limit, the i

36、nternal forces and moments occurring at the plastic hinge will be greater than the corresponding lower limit. This does not involve risks to the member itself, since there is a proportionate increase in resistance. Where connections cannot counteract an increase in DIN EN 1993-1-1/NA:2017-09 8 inter

37、nal forces and moments by means of moment redistribution due to appropriate deformation, the upper limit of yield strength may be relevant in the analysis. Such is the case, for example, where connections have insufficient rotational capacity. Key a Action effect at lower yield point fyb Action effe

38、ct at upper yield point fy(top)c Action effect obtained by elastic theory d With allowance for coexistent shear force e Splice NOTE Case c applies where |Bc| 2,0 1/400 1/300 Welded I section h/b 2,0 1/400 1/300 h/b 2,0 1/300 1/200 For 0,7 LT 1,3, values shall be doubled. NDP re 6.1(1) Note 1 The rec

39、ommendation applies. NDP re 6.1(1) Note 2B The following Mivalues for buildings shall be used: M0= 1,0; M1= 1,1; M2= 1,25. When verifying the stability by checking cross sections by second order analysis (see 5.2), M1=1,1 instead of M0shall be used for the resistance of cross sections. The Mivalues

40、to be used when considering accidental design situations are as follows: M0= 1,0; M1= 1,0; M2= 1,15. !NCI re 6.2.10(3) The German translation of “design resistance of the cross-section to combinations of moment and axial force” in the first sentence of 6.2.10(3) of DIN EN 1993-1-1:2010-12, has been

41、modified as follows: “(.) ist in der Regel die Momententragfhigkeit fr auf Biegung und Normalkraft beanspruchte Querschnitte mit (.)” has been amended to “(.) ist in der Regel die Tragfhigkeit des Querschnittes fr Biegung und Normalkraft mit (.)” (1 )y(6.45) DIN EN 1993-1-1/NA:2017-09 11 for the she

42、ar area, where = 2Edpl,Rd 12and Vpl,Rdare determined according to 6.2.6(2).“ NCI re 6.3.1.1(1) Equation (6.46) may also be used when analysing members with variable cross section or variable axial force NEdfor their resistance to flexural buckling. Such analyses shall be made for any relevant cross

43、section (of a member) using the associated section properties and axial force Ncreffective at the point considered. NCI re 6.3.1.3(2) The German translation of “should” in DIN EN 1993-1-1:2010-12, 6.3.1.3(2) has been modified as follows: “(.) Knicklnge (.) sollte aus Tabelle 6.2 (.)” has been change

44、d to “(.) Knicklnge (.) ist in der Regel aus Tabelle 6.2 (.)”. NDP re 6.3.2.2(2) Note 1 The recommendation, including Tables 6.3 and 6.4, applies. Factor f as defined in DIN EN 1993-1-1:2010-12, 6.3.2.3(2) may also be employed for modifying LTas in DIN EN 1993-1-1:2010-12, 6.3.2.2(1). Alternatively

45、to LT, the following imperfection factors LTin Equation (6.56) may be used instead: LT=critcrit (NA.3) where is the imperfection factor allowing for buckling about the z-z-axis as in Table 6.2; critis the minimum load amplifier of the design loads to reach the elastic critical resistance of the memb

46、er, considering its in-plane behaviour, but without taking torsional rigidity into account; critis the minimum load amplifier of the design loads to reach the elastic critical resistance of the member, considering its in-plane behaviour and taking torsional rigidity into account; LTis the imperfecti

47、on factor as in DIN EN 1993-1-1:2010-12, Table 6.3. NDP re 6.3.2.3(1) Note The recommendation, including Table 6.5, applies. NDP re 6.3.2.3(2) Note The recommendation, including Table 6.6, applies. DIN EN 1993-1-1/NA:2017-09 12 NCI re 6.3.2.3(2) Table 6.6 kc may also be determined using Equation (NA

48、.4), as follows: c= 11(NA.4) where C1is the uniform moment factor for lateral torsional buckling curves (e.g. according to 2 or 3). NDP re 6.3.2.4(1)B Note 2B The recommendation applies. NDP re 6.3.2.4(2)B Note B The recommendation applies. NDP re 6.3.3(5) Note 2 The values of the interaction factors may be obtained from either Alternative method 1 (DIN EN 1993-1-1:2010-12, Annex A), or Alternative method 2 (DIN EN 1993-1-1:2010-12, Annex B). NDP re 6.3.4(1) Note The method may be used to analyse members and structures subjected to in-plane bending or compression or coexistent i