DIN EN 1990 NA-2010 National Annex - Nationally determined parameters - Eurocode Basis of structural design《国家附录 国家制定参数 欧洲法规 结构设计的基础》.pdf

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1、December 2010Translation by DIN-Sprachendienst.English price group 9No 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

2、 91.010.30!$lr“1735979www.din.deDDIN EN 1990/NANational Annex Nationally determined parameters Eurocode: Basis of structural designEnglish translation of DIN EN 1990/NA:2010-12Nationaler Anhang National festgelegte Parameter Eurocode: Grundlagen der TragwerksplanungEnglische bersetzung von DIN EN 19

3、90/NA:2010-12Annexe Nationale Paramtres dtermins au plan national Eurocode: Bases de calcul des structuresTraduction anglaise de DIN EN 1990/NA:2010-12www.beuth.deIn case of doubt, the German-language original shall be considered authoritative.Together with DIN EN 1990:201012, supersedes DIN 1055100

4、:200103 02.12Document comprises 13 pagesDIN EN 1990/NA:2010-12 2 A comma is used as the decimal marker. Foreword This document has been prepared by Working Committee NA 005-51 FBR Fachbereichsbeirat KOA 01: Mechanische Festigkeit und Standsicherheit in collaboration with NA 005-51-01 AA Grundlagen f

5、r Entwurf, Berechnung und Bemessung von Tragwerken (Sp CEN/TC 250/PT 1), both of the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee). This document is the National Annex to DIN EN 1990:2010-12 Eurocode: Basis of structural design. European Standard EN 1990:2002 allows n

6、ational 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 classification systems. The relevant parts of th

7、e text are identified in the European Standard by references to the possibility of national choice and are listed in Clause NA.2.1. This National Annex also includes non-contradictory complementary information (NCI) for the application of DIN EN 1990:2010-12. This National Annex is an integral part

8、of DIN EN 1990:2010-12. Together, DIN EN 1990:2010-12 and this National Annex DIN EN 1990/NA:2010-12 supersede DIN 1055-100:2001-03. Amendments This document differs from DIN 1055-100:2001-03 as follows: a) a number of provisions from DIN 1055-100:2001-03 have been incorporated and are to be taken i

9、nto account when applying DIN EN 1990:2010-12 nationally. Previous editions DIN 1055-100: 2001-03 DIN EN 1990/NA:2010-12 3 NA.1 Scope This National Annex is only valid in conjunction with DIN EN 1990:2010-12. NA.2 National provisions for the application of DIN EN 1990:2010-12 NA.2.1 General DIN EN 1

10、990:2010-12 refers to the option of choosing Nationally Determined Parameters (NDPs) at the following places in the text: A.1.1(1); A.1.2.1(1); A.1.2.2; A.1.3.1(1); A.1.3.1(3); A.1.3.1(4); A.1.3.1(5); A.1.3.1(6) (Table A.1.2 (C); A.1.3.2 (Table A.1.3); A.1.4.2(2). In addition, NA.2.2 includes non-co

11、ntradictory complementary information for the application of DIN EN 1992-3:2011-01. This information is preceded by the letters “NCI”. 1.2; 1.3(2); 3.5(5); NA.4.1.8; 5.2(1); 6.3.2(2); 6.3.2(4); 6.4.3.2(3); This National Annex contains national provisions relating to principles and requirements for s

12、afety, service-ability and durability of structures that are to be taken into consideration when applying DIN EN 1990:2010-12 in Germany. DIN EN 1990/NA:2010-12 4 6.4.3.3(2); 6.4.3.3(3); 6.4.3.4(2); 6.4.4(1); 6.5.3(2); Annex B. NA.2.2 National provisions In the following, the clauses are numbered as

13、 in DIN EN 1990:2010-12. Supplementary clauses have been added as required. NCI re 1.2 NA DIN 1054-101:2009-02, Subsoil Verification of the safety of earthworks and foundations Part 101: Supplementary rules to DIN EN 1997-1 NCI re 1.3(2) The text after the first dash is supplemented by the following

14、: The design of the structure is checked independently, any exceptions being regulated by law (see also Table NA.B.1 of this document). NCI re 3.5(5) Note 1 Special conditions for the application of probabilistic methods should be defined only on a case-by-case basis and in agreement with the releva

15、nt building inspectorate. NCI re NA.4.1.8 Characteristic and other representative values of independent effects (1) The characteristic value of an independent effect EFkis determined for the structure on the basis of the characteristic values of the independent action Fkin accordance with 4.1.2. (2)

16、 The characteristic values of independent effects may be used in the action combinations only if the linear-elastic method is used to calculate the structure, thus rendering the superposition principle valid (see the additions to 6.3.2, 6.4.3.2, 6.4.3.3, 6.4.3.4 and 6.5.3). (3) For dimensioning the

17、foundation, the characteristic values of independent effects and in particular the effects of actions between the building and the ground are needed (see DIN EN 1997-1). (4) The representative value of an independent effect is determined from the representative values of the independent action on th

18、e structure concerned in accordance with 4.1.3 or 4.1.4, respectively. NCI re 5.2(1) Note NOTE NA.1 The incorporation in the structural design of any design that is assisted by testing requires the consent of the client and the relevant authority. DIN EN 1990/NA:2010-12 5 NCI re 6.3.2(2) When consid

19、ering a combination of actions (see 6.4 and 6.5), the design value of an action effect Ed(such as internal forces, moments, stresses, strains or displacements) is generally derived from expression (6.2a) as follows: Ed= E (F1 Frep,1; F,2 Frep,2; ad,1; ad,2; ) (6.2c) When using the linear-elastic met

20、hod to calculate the structure, the design values of the independent effects EFd,iare obtained in analogy to the design values of the independent actions Fd,i(see 6.3.1): EFd,i= F Erep,i(i 1) (6.2d) In this case, the design value of an action effect Edmay, instead of using expression (6.2c), be calc

21、ulated by superposition of the design values of the independent effects EFd,i: Ed= EFd,1+ EFd,2+ (6.2e) NCI re 6.3.2(4) When using non-linear methods to calculate the action effects, the following simplified rules may be used for the combination of the actions: a) If the predominant effect shows a h

22、igher than proportional increase, then the design value of the action effect is calculated using expression (6.2c); b) if the predominant effect shows a less than proportional increase, then the design values of the independent actions are divided by the partial factor F,1of the predominant independ

23、ent action. The resulting action effect is multiplied by F,1: Ed= F1 E Frep,1; (F,2/F,1) Frep,2; ad,1; ad,2; (6.2f) For the application of the simplified rules a) or b), the rules given in DIN EN 1992 to DIN EN 1999 specific to each construction type are authoritative. NCI re 6.4.3.2(3) The combinat

24、ion of actions given in expression (6.9b) shall be taken into account by using the approach shown in expression (6.10). Expressions (6.10a) and (6.10b) shall not be used. When using the linear-elastic method to calculate the structure, expression (6.9b) may relate to either actions or effects, i.e.

25、to action effects or also to inner forces or stresses in a cross-section, respectively, that depend on a number of action effects (such as interaction of longitudinal force and bending moment). In this case, the design values of the action effects may be calculated as follows on the basis of express

26、ion (6.2e) of this National Annex: iQk,i0,1iiQ,Qk,1Q,1PkPjGk,1jjG,dEEEEE += (6.10c) The characteristic value of the predominant independent variable effect, EQk,1, can then be determined as follows: ( ) ( ) iQk,i0,iQ,Qk,11,01Q,1.minor.max1 EE = (6.10d) DIN EN 1990/NA:2010-12 6 NCI re 6.4.3.3(2) When

27、 using the linear-elastic method to calculate the structure, expression (6.11a) may relate to either actions or effects, i.e. to action effects or also to inner forces or stresses in a cross-section, respectively, that depend on a number of action effects (such as interaction of longitudinal force a

28、nd bending moment). In this case, the design values of the action effects may be calculated as follows on the basis of expression (6.2e): iQk,i,21iiQA,Qk,11,1QA,1AdPkjGk,1jjGA,dAEEEEEE += (6.11c) The characteristic value of the predominant independent variable effect, EQk,1, may then be determined a

29、s follows: ( ) ( ) iQk,i,2i1,iQA,Qk,11,21,1QA,1.minor.max EE = (6.11d) NOTE For some accidental design situations encountered in geotechnical design, partial factors QAare used which differ from 1,00 (see DIN 1054). NCI re 6.4.3.3(3) The frequent value of the single predominant variable action 1,1 Q

30、k,1is generally used in the verifications. Otherwise, expression (6.11c) is replaced by: iQk,i,21iiQA,AdPkjGk,1jjGA,dAEEEEE += (6.11e) NCI re 6.4.3.4(2) When using the linear-elastic method to calculate the structure, expression (6.12a) may relate to either actions or effects, i.e. to action effects

31、 or also to inner forces or stresses in a cross-section, respectively, that depend on a number of action effects (such as interaction of longitudinal force and bending moment). In this case, the design values of the action effects may be calculated as follows on the basis of expression (6.2e): +=1ii

32、Qk,i,21jAEdPkjGk,dEEEEEE (6.12c) NCI re 6.4.4(1) For factor P, the provisions given in DIN EN 1992 to DIN EN 1999 specific to each construction type are authoritative. The provisions given in Annex A.1 shall be taken into account for factor GA,j. NCI re 6.5.3(2) When using the linear-elastic method

33、to calculate the structure, expressions (6.14a), (6.15a), and (6.16a) may relate to either actions or effects, i.e. to action effects or also to inner forces or stresses in a cross-section, respectively, that depend on a number of action effects (such as interaction of longitudinal force and bending

34、 moment). In this case, the design values of the action effects may be calculated on the basis of expression (6.2e) of this annex. Re (2a): Characteristic combination In linear-elastic calculation, the design values of the action effects may be calculated as follows on the basis of expression (6.2e)

35、: DIN EN 1990/NA:2010-12 7 +=1iiQk,i,01j1Qk,PkjGk,chard,EEEEE (6.14c) The characteristic value of the predominant independent variable effect EQk,1may then be determined as follows: ( ) ( ) iQk,i,0Qk,11,01.minor.max1 EE = (6.14d) Re (2b): Frequent combination In linear-elastic calculation, the desig

36、n values of the action effects for the frequent combination may be calculated as follows on the basis of expression (6.2e): +=1iiQk,i,21j1Qk,1,1PkjGk,frequd,EEEEE (6.15c) The characteristic value of the predominant independent variable effect EQk,1may then be determined as follows: ( ) ( ) iQk,i,21,

37、1Qk,11,21,1.minor.max EE = (6.15d) Re (2c): Quasi-permanent combination In linear-elastic calculation, the design values of the action effects may be calculated as follows on the basis of expression (6.2e): +=1iiQk,i,21jPkjGk,permd,EEEE (6.16c) NDP re A.1.1(1) The values given in Table 2.1 are to be

38、 regarded as guide values. In general, the rules intended to guarantee durability that are given in the design standards specific to each construction type ensure, provided the structure in adequately maintained, the required stability and serviceability is maintained throughout the design working l

39、ife without substantially affecting the useful properties. NDP re A.1.2.1(1) Note 2 If snow and wind occur as accompanying actions in addition to a non-climatic leading action, then, for sites located at altitudes of up to 1 000 m above sea level, only one of the two climatic actions needs to be tak

40、en into account as an accompanying action in the combination rules for actions in accordance with 6.4.3 and 6.5.3. However, if one of the climatic actions (wind or snow) occurs as a leading action, then the other one is to be considered as an accompanying action. In wind zones III and IV, for wind/s

41、now combinations in which wind is the leading action, the combination of snow as the accompanying action may be omitted. However wind is always required to be taken into account as an accompanying action in combinations of wind/snow in which regular snow is the leading action,. For combinations in w

42、hich snow is an accidental leading action, the wind may be omitted as an accompanying action. Irrespective of this, the effects of possible snowdrifts shall also be checked for this type of combination. NDP re A.1.2.2 Table A.1.1 is replaced by the following Table NA.A.1.1. DIN EN 1990/NA:2010-12 8

43、Table NA.A.1.1 Numerical values for factors for buildings Action 012Imposed loads in buildings (for categories see EN 1991-1-1)a Category A: Domestic, residential areas 0,7 0,5 0,3 Category B: Office areas 0,7 0,5 0,3 Category C: Congregation areas 0,7 0,7 0,6 Category D: Shopping areas 0,7 0,7 0,6

44、Category E: Storage areas 1,0 0,9 0,8 Category F: Traffic areas, vehicle weight 30 kN 0,7 0,7 0,6 Category G: Traffic areas, 30 kN vehicle weight 160 kN 0,7 0,5 0,3 Category H: Roofs 0 0 0 For snow and ice loads, see DIN EN 1991-1-3 Sites located at altitudes of up to 1 000 m above sea level 0,5 0,2

45、 0 Sites located at altitudes of more than 1 000 m above sea level 0,7 0,5 0,2 For wind loads, see DIN EN 1991-1-4 0,6 0,2 0 For thermal actions (non-fire), see DIN EN 1991-1-5 0,6 0,5 0 For the settlements of foundations, see DIN EN 1997 1,0 1,0 1,0 Other actionsb, c0,8 0,7 0,5 aFor reduction facto

46、rs to be applied to imposed loads in multi-storey buildings, see DIN EN 1991-1-1. bHydraulic pressure is generally to be treated as a variable action for which the factors need to be specified as a function of the given location. Hydraulic pressure whose magnitude is limited by geometrical condition

47、s may be treated as a permanent action for which all factors shall be set equal to 1,0. cThe factors for machine loads shall be specified as required by the operational conditions. The categories T, Z, and K defined in DIN EN 1991-1-1/NA and the horizontal loads shall be assigned, in terms of their

48、respective combinations of actions, to the categories given in Table NA.A.1.1 for imposed loads in buildings. Multi-component actions (e.g. imposed loads in multi-storey buildings) may be taken into account for the combination with other variable actions as follows: The characteristic values of the

49、individual components (categories) or their predominant design values, may, by way of simplification, be added in their full magnitude; the effect of the cumulated imposed loads may be reduced in cases where loads are transmitted in multi-storey buildings (see DIN EN 1991-1-1); any other representative values or their acco