1、August 2012 Translation by DIN-Sprachendienst.English price group 12No 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!$h$“1906901www.din.deDDIN EN 1990/NA/A1National Annex Nationally determined parameters Eurocode: Basis of structural design; Amendment A1,English translation of DIN EN 1990/NA/A1:2012-08Nationaler Anhang National festgelegte Parameter Eurocode: Grundlagen der Tragwerksplanung, nderung AEn
3、glische bersetzung von DIN EN 1990/NA/A1:2012-08Annexe Nationale Paramtres dtermins au plan national Eurocode: Bases de calcul des structures Amendement Traduction anglaise de DIN EN 1990/NA/A1:2012-08ModifiesDIN EN 1990/NA:2010-12www.beuth.deDocument comprises 2 pagesIn case of doubt, the German-la
4、nguage original shall be considered authoritative.511.12 1,; A1,DIN EN 1990/NA/A1:2012-08 2 A comma is used as the decimal marker. Foreword This document has been prepared by Working Committeee NA 005-57-03 AA Lastannahmen fr Brcken (SpA CEN/TC 250/SC 1/WG 2) of the Normenausschuss Bauwesen (Buildin
5、g and Civil Engineering Standards Committee). This document amends the National Annex to DIN EN 1990:2010-12, Eurocode: Basis of structural design and contains additional national provisions specific to bridges. European Standard EN 1990 allows national safety parameters, referred to as Nationally D
6、etermined 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 the text are identified in the European Standard by refe
7、rences 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 1990:2010-12. This National Annex is an integral part of DIN EN 1990:2010-12. DIN EN 1990/NA/A1:2012-08 3 DIN EN 19
8、90/NA:2010-12 is amended as follows: 1 Amendment to NA 1 Scope Insert the following paragraph after the first paragraph: “This National Annex also contains national provisions relating to combinations of actions for serviceability and ultimate limit state verifications (with the exception of fatigue
9、 verifications) together with the recommended design values for permanent, variable and accidental actions and factors of for road bridges, footbridges and railway bridges which are to be taken into account when applying DIN EN 1991-2:2010-12 in Germany.” 2 Amendment to NA 2.1 General Amend the list
10、 of NDPs in 2.1 as follows: General clauses Clause Item A2.1 (1) NOTE 3 Use of Table 2.1: Design working life A2.2.1(2) NOTE 1 Combinations involving actions which are outside the scope of EN 1991 A2.2.6(1) NOTE 1 Values of factors A2.3.1(1) NOTE Alteration of design values of actions for ultimate l
11、imit states A2.3.1(5) Choice of Approach 1, 2 or 3 A2.3.1(7) Definition of forces due to ice pressure A2.3.1(8) Values of pfactors for prestressing actions where not specified in the relevant design Eurocodes A2.3.1 Table A2.4(A) NOTES 1 and 2 Values of factors A2.3.1 Table A2.4(B) NOTE 1: Choice be
12、tween 6.10 or 6.10a/b NOTE 2: Values of and factors NOTE 4: Values of SdA2.3.1 Table A2.4(C) Values of factors A2.3.2(1) Table A2.5 Footnote a) Design values in Table A2.5 for accidental design situations, design values of accompanying variable actions and seismic design situations A2.4.1(1) NOTE 1
13、(Table A2.6) NOTE 2 Alternative values for traffic actions for the serviceability limit state Infrequent combination of actions A2.4.1(2) Serviceability requirements and criteria for the calculation of deformations DIN EN 1990/NA/A1:2012-08 4 Clauses specific to road bridges Clause Item A2.2.2 (1) R
14、eference to the infrequent combination of actions A2.2.2 (3) Combination rules for special vehicles A2.2.2 (4) Combination rules for snow loads and traffic loads A.2.2.2 (6) Combination rules for wind and thermal actions A2.2.6 (1) NOTE 2 Values of 1,infqfactors A2.2.6(1) NOTE 3 Values of water forc
15、es Clauses specific to footbridges Clause Item A2.2.3(2) Combination rules for wind and thermal actions A2.2.3(3) Combination rules for snow loads and traffic loads A2.2.3(4) Combination rules for footbridges protected from bad weather A2.4.3.2(1) Comfort criteria for footbridges Rules specific to r
16、ailway bridges Clause Item A2.2.4(1) Combination rules for snow loading on railway bridges A2.2.4(4) Maximum wind speed compatible with rail traffic A2.4.4.1(1) NOTE 3 Deformation and vibration requirements for temporary railway bridges A2.4.4.2.1(4)P Peak values of deck acceleration for railway bri
17、dges and associated frequency ranges A2.4.4.2.2 Table A2.7 NOTE Limiting values of deck twist for railway bridges A2.4.4.2.2(3)P Limiting values of the total deck twist for railway bridges A2.4.4.2.3(1) Vertical deformation of ballasted and non-ballasted railway bridges A2.4.4.2.3(2) Limitations on
18、the rotations of bridge deck ends for non-ballasted railway bridges A2.4.4.2.3(3) Additional limits of angular rotations at the ends of decks A2.4.4.2.4(2) Table A2.8 NOTE 3 Values of iand rifactors A2.4.4.2.4(3) Minimum frequency of lateral vibration for railway bridges A2.4.4.3.2(6) Requirements f
19、or passenger comfort for temporary bridges DIN EN 1990/NA/A1:2012-08 5 3 Amendment to Annex A2 Add the following subclauses and the following new Annex NA.E: NDP re A2.1 (1) Note 3 The values given in Table 2.1 shall be applied (bearings and bridge expansion joints shall be assigned to Class 3). NCI
20、 re A2.1 Field of application (NA.3) Basic requirements for bearing systems for bridges are specified in Annex NA.E. NDP re A2.2.1 (2) Note 1 Alternative combinations of actions are not specified. NDP re A2.3.1 (1) Note The values of for the actions in the relevant design situations are given in Tab
21、le NA.A2.1. Table NA.A2.1 Action Symbol Values of for actions in the relevant design situations in accordance with Table A.2.4 (A) EQU Table A.2.4 (B) STR/GEO Table A.2.5 Accidental actions S/V B S/V A Permanent actions Unfavourable G,sup1,05 1,05 1,35b1,0 Favourable G,inf0,95a0,95a1,0 1,0 Prestress
22、inghUnfavourable Psup1,0i/1,2j1,0i/1,2j1,0i/1,2j1,0 Favourable Pinf1,0i/0,8j1,0i/0,8j1,0i/0,8j1,0 SettlementseGset- - 1,2g/1,35h- Actions due to road and pedestrian traffic Unfavourable Q,sup1,35 - 1,35 1,0 Favourable Q,inf0 - 0 0 Actions due to rail traffic Unfavourable Q,sup1,45 - 1,45c/1,2d1,0 Fa
23、vourable Q,inf0 - 0 0 Loads occurring during execution of a structure Unfavourable Q,sup- 1,35 - 1,0 Favourable Q,inf- 0 - 0 Temperature Unfavourable Q,sup1,35 1,35 1,35 1,0 Favourable Q,inf0 0 0 0 DIN EN 1990/NA/A1:2012-08 6 Table NA.A2.1 (continued) Action Symbol Design situation Table A.2.4 (A) E
24、QU Table A.2.4 (B) STR/GEO Table A.2.5 Accidental actions S/V B S/V A All other variable actions Unfavourable Q,sup1,5 1,5 1,5 1,0 Favourable Q,inf0 0 0 0 Accidental actions A- - - 1,0 EQU Loss of static equilibrium of the structure or any part of it considered as a rigid body STR Internal failure o
25、r excessive deformations of the structure or structural members, including footings, basement walls, piles etc. where the strength of the construction materials and of the structural elements is the determining factor GEO Failure or excessive deformations of the ground where the strengths of soil or
26、 rock are significant in providing resistance S/V Persistent and transient design situations B Execution of structures if adequate checks with regard to the distribution of permanent loads are carried out during execution A Accidental design situations aWhen using counterweights to ensure static equ
27、ilibrium one or both of the following recommendations may be applied: - A factor G,inf equal to 0,8 may be applied if the counterweight is not particularly well defined (e.g. for containers); - If the magnitude of the counterweight is precisely defined, the variation of the position specified for th
28、e project can be taken into account by means of a geometrical value that is proportional to the dimensions of the bridge. During the execution of steel bridges, the range of variation of the position of the counterweight is frequently taken to be 1 m. bThis values applies to the self weight of struc
29、tural and non-structural members, ballast, soil, groundwater and freely flowing water as well as movable loads, etc. cAs a result of rail traffic in the form of groups of loads 11 to 31 (with the exception of 16, 17, 26k) and 27k), load models LM71, SW/0 and HSLM and real trains if these are conside
30、red as a single leading traffic action. dAs a result of rail traffic in the form of groups of loads 16 and 17 and SW/2. eIn design situations in which the actions due to uneven settlements have an unfavourable effect. In design situations in which actions due to uneven settlements have a favourable
31、effect, such actions shall not be taken into account. See also DIN EN 1991 to DIN EN 1999 for factors of to be taken into account for imposed deformations. fFor linear elastic analysis. gFor non-linear elastic analysis. hFactor recommended in the design Eurocodes; this value is taken from DIN EN 199
32、2-1-1 including DIN EN 1992-1-1/NA. iLinear method with uncracked cross-sections jNon-linear method kFor rail traffic actions in the form of groups of loads 26 and 27 a value of Qequal to 1,20 may be applied to individual components of actions from SW/2 and a value of Qequal to 1,45 may be applied t
33、o individual components of the actions from load models LM 71, SW/0 and HSLM etc. DIN EN 1990/NA/A1:2012-08 7 NDP re A2.3.1 (5) Note Approach 2 shall be applied (proceed as described in A2.3.1). NDP re A2.3.1 (7) Note No requirements are specified. However, they may be defined for individual project
34、s. NDP re A2.3.1 (8) No requirements are specified. NDP re A2.3.1 Table A2.4 (A) Note 1 The recommendations given here apply. See A2.3.1 (1) Note. NDP re A2.3.1 Table A2.4 (A) Note 2 For the verification of static equilibrium, the value of Qshall be taken as equal to 1,45 for rail traffic actions th
35、at are generally unfavourable, i.e. if the effect of a group of loads in accordance with DIN EN 1991-2:2010-12, Table 6.11, is generally unfavourable. A value of Qsupequal to 1,35 may be applied for the temperature. See A2.3.1 (1) Note. NDP re A2.3.1 Table A2.4 (B) Note 1 Equation 6.10 applies. See
36、A2.3.1 (1) Note. NDP re A2.3.1 Table A2.4 (B) Note 2 The factors given in the table shall be applied. A value of Qsupequal to 1,35 may be applied for the temperature. See A2.3.1 (1) Note. NDP re A2.3.1 Table A2.4 (B) Note 4 Additional rules to take account of uncertainties in the model are not speci
37、fied. See A2.3.1 (1) Note. NDP re A2.3.1 Table A2.4 (C) Note Method 2 was selected under A2.3.1 (5) so that Table A2.4 (C) does not apply. See A2.3.1 (1) Note. NDP re A2.3.2 Table A2.5 Footnote (*) In accidental design situations, the main accompanying action shall be taken with its frequent value,
38、i.e. 1. NDP re A2.3.2 Table A2.5 Footnote (*) Supplementary rules are not specified. NDP re A2.2.2 (1) Supplementary rules are not specified. NDP re A2.2.2 (3) Supplementary rules are not specified. DIN EN 1990/NA/A1:2012-08 8 NDP re A2.2.2 (4) Supplementary rules are not specified. NDP re A2.2.2 (6
39、) Supplementary rules are not specified. NDP re A2.2.6 (1) Note 1 For road bridges, the value of 2shall be taken as 0,2 for uniformly distributed loads and for tandem axles. NDP re A2.2.6 (1) Note 2 Supplementary rules are not specified. NDP re A2.2.6 (1) Note 3 Supplementary rules are not specified
40、. NDP re A2.2.3 (2) Supplementary rules are not specified. NDP re A2.2.3 (3) Note The rules apply with the exception of covered bridges. Snow and traffic shall both be taken into consideration in the case of covered footbridges. NOTE Snow may be present for up to three months. NDP re A2.2.3 (4) Supp
41、lementary rules are not specified. NDP re A2.4.3.2 (1) The National Annex does not specify any comfort criteria. These may be specified for individual projects. NDP re A2.2.4 (1) Note General supplementary rules are not specified. Supplementary rules may be specified for individual projects. NDP re
42、A2.2.4 (4) Note Supplementary rules are not specified. NDP re A2.4.1 (1) Note 1 Alternative factors for railway bridges are not specified. NDP re A2.4.1 (1) Note 2 No other rules are specified. NDP re A2.4.1 (2) Note No other rules are specified. NDP re A2.4.4.1 (1) Note 3 The relevant acknowledged
43、technical rules for works specified by the building inspectorate apply with regard to the requirements for temporary bridges. DIN EN 1990/NA/A1:2012-08 9 NDP re A2.4.4.2.1 (4) P Note No other rules are specified. NDP re A2.4.4.2.2 (2) Table 2.7 Note The recommended values shall be applied. NDP re A2
44、.4.4.2.2 (3) P Note The recommended value shall be applied. NDP re A.2.4.4.2.3 (1) Note Additional requirements are not specified. NDP re A2.4.4.2.3 (2) Note The relevant acknowledged technical rules for works specified by the building inspectorate apply with regard to the requirements for non-balla
45、sted tracks. NDP re A2.4.4.2.3 (3) Note Expansion devices and track connections should be avoided, otherwise specifications shall be laid down for each individual case. NDP re A2.4.4.2.4 (2) Table A2.8 Note 3 The values given in the table shall be applied NCI re A2.4.4.2.4 (3) Note The verification
46、of lateral vibration shall only be applied for single-track steel decks. For single-track steel decks, the minimum transverse bending stiffness shall be verified if the horizontal span L exceeds the lower span limit L0as given in the following Table NA 2. The following applies to continuous bridges
47、with fixed intermediate supports and single spans Li(i = 1, 2, ., n): L = max. (L1, L2, ., Ln). The minimum transverse bending stiffness is deemed sufficient if the conditions for the first natural frequency in bending fhof lateral vibration given in Table NA.A2.8.1 are satisfied. The provisions app
48、ly to passenger trains with speeds v up to 300 km/h and for freight trains with speeds v up to 140 km/h. Table NA.A2.8.1 Conditions for the first natural frequency in bending fhof single-track steel decks Horizontal span L, in m First natural frequency in bending fhof lateral vibration, in Hz L0a L
49、60 fh 120/L 60 L 130 fh 210/(L + 45) L 130 fh 1,2 aThe information given in Table NA.A2.8.2 applies to the lower span limit.DIN EN 1990/NA/A1:2012-08 10 Table NA.A2.8.2 Lower limits of L0for horizontal spans Type of track Position of track L0in m Ballasted/ on top 15 Non-ballasted below/intermediate 30 Open track/ on top 24 Tracks directly supported by the structural element below/intermediate 48 For simply supported bridges, the first natural frequency in bending fh, in Hz
