1、August 2011 Translation 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; 91.080.20!$t(n“1810575www.din.deDDIN EN 1995-2/NANational Annex Nationally determined parameters Eurocode 5: Design of timber structures Part 2: BridgesEnglish translation of DIN EN 1995-2/NA:2011-08Nationaler Anhang National festgelegte Parameter Eurocode 5: Bemessung und Konstruktion vo
3、n Holzbauten Teil 2: BrckenEnglische bersetzung von DIN EN 1995-2/NA:2011-08Annexe Nationale Paramtres dtermins au plan national Eurocode 5: Conception et calcul des structures en bois Partie 2: PontsTraduction anglaise de DIN EN 1995-2/NA:2011-08Together with1995-2:2010-12,supersedesDIN 1074:2006-0
4、9, withdrawn2011-06www.beuth.deDocument comprises 13 pagesIn case of doubt, the German-language original shall be considered authoritative.DIN EN02.12 DIN EN 1995-2/NA:2011-08 2 A comma is used as the decimal marker. Contents Page Foreword . 3 NA.1 Scope . 4 NA.2 National provisions for the applicat
5、ion of DIN EN 1995-2:2010-12 4 NA.2.1 General . 4 NA.2.2 National provisions. 4 NCI re 1.1.2 Scope of EN 1995-2 . 4 NCI re 1.2 Normative references 4 NCI re 1.5 Terms and definitions 5 NCI re 1.5.2 Additional terms and definitions used in this present standard 5 NCI re 2.3.1 Actions and environmenta
6、l influences . 6 NDP re 2.3.1.2(1) Load-duration classes . 6 NCI NA.2.3.1.3 Assignment to service classes . 6 NDP re 2.4.1 Design value of material property 6 NCI re 3 Material properties 6 NCI re 4 Durability 7 NCI re 4.1 Timber . 7 NCI NA 4.4 Structural detailing of bridges 8 NCI NA.4.4.1 Wood and
7、 wood-based panels 8 NCI NA.4.4.2 Protection of steel components against corrosion . 8 NCI re 5 Basis of structural analysis . 9 NCI re 5.2 Composite members 9 NCI NA.5.4 Planks 9 NCI NA.5.5 Bracing 9 NCI re 6 Ultimate limit states 9 NCI NA.6.3 General 9 NCI re 7 Serviceability limit states . 9 NDP
8、re 7.2 Limiting values for deflections 9 NDP re 7.3.1(2) Vibrations caused by pedestrians . 10 NCI re 7.3.1 Vibrations caused by pedestrians . 10 Annex NA.C (informative) Recommendations for the structural detailing of wooden bridges 11 NA.C.1 Protection of wood and wood-based panels . 11 NA.C.2 Cor
9、rosion protection 12 Bibliography . 13 DIN EN 1995-2/NA:2011-08 3 Foreword This document (DIN EN 1995-2/NA) has been prepared by Working Committee NA 005-04-01 AA Holzbau and NA 005-04-01-03 AK Holzbau Arbeitskreis Nationaler Anhang zu DIN EN 1995-2 of the Normenausschuss Bauwesen (Building and Civi
10、l Engineering Standards Committee). This document is the National Annex to DIN EN 1995-2, Eurocode 5: Design of timber structures Part 2: Bridges. European Standard EN 1995-2 allows national safety parameters, referred to as Nationally Determined Parameters (NDPs), to be specified for a number of po
11、ints. 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 references to the possibility of national choice and are listed in
12、Clause NA.2.1 “General”. The NDPs are given in Clause NA.2.2. This National Annex also includes non-contradictory complementary information (NCI) for the application of DIN EN 1995-2 as permitted in accordance with European Commission Guidance Paper L “Application and use of Eurocodes”. The numberin
13、g of the Nationally Determined Parameters and non-contradictory complementary information follows that used in DIN EN 1995-2:2010-12. In addition, NCI is preceded by the letters “NA”. DIN EN 1995-2:2010-12 and this National Annex DIN EN 1995-2/NA:2011-09 supersede DIN 1074:2006-09. This document app
14、lies in conjunction with the sections of DIN EN 1995-1-1, DIN EN 1995-1-1/NA and DIN 1052-10 (in preparation) referred to in Clause NA.1. Amendments This document differs from DIN 1074:2006-09, which was withdrawn in June 2011, as follows: a) Nationally determined parameters (NDPs) in accordance wit
15、h DIN EN 1995-2 have been incorporated; b) Non-contradictory complementary information (NCI) in accordance with DIN EN 1995-2 has been incorporated. Previous editions DIN 1074: 1930-08, 1941x-08, 1991-05, 2006-09 DIN EN 1995-2/NA:2011-08 4 NA.1 Scope This National Annex contains the national provisi
16、ons for the design of the main structural parts of bridges, that are to be taken into account when applying DIN EN 1995-2:2010-12 in Germany. This document is only valid in conjunction with DIN EN 1995-2. DIN EN 1995-1-1, DIN EN 1995-1-1/NA:2010-12 and DIN 1052-10 (in preparation) apply unless other
17、wise specified in this document. NOTE It may be necessary to take account of additional technical provisions drawn up by the client (e.g. 1, 2). NA.2 National provisions for the application of DIN EN 1995-2:2010-12 NA.2.1 General DIN EN 1995-2:2010-12 refers to the option of choosing Nationally Dete
18、rmined Parameters (NDPs) at the following places in the text: 2.3.1.2(1) Assignment of actions to load-duration classes 2.4.1 Partial factors for material properties 7.2 Limiting values for deflections 7.3.1(2) Damping ratios The relevant national provisions, which are preceded by the letters “NDP”,
19、 are given in NA.2.2. In addition, NA 2.2 also includes non-contradictory complementary information for the application of DIN EN 1995-2:2010-12. This information is preceded by the letters “NCI”. NA.2.2 National provisions In the following, the clauses are numbered as in DIN EN 1995-2:2010-12. Supp
20、lementary clauses have been added as required NCI re 1.1.2 Scope of EN 1995-2 (NA.5) DIN EN 1995-2 also applies to temporary bridges, to timber members of bridges constructed from different materials and to roof structures forming part of the main bridge structure. NCI re 1.2 Normative references Th
21、e following referenced documents are indispensable for the application of this document. For dated references, only the edition cited applies. For undated references, the latest edition of the referenced document (including any amendments) applies. NA DIN 1052-10, Design of timber structures Part 10
22、: Production and construction (in preparation) NA DIN 1076, Engineering structures in connection with roads Inspection and test NA DIN 68800-1, Wood preservation Part 1: General DIN EN 1995-2/NA:2011-08 5 NA DIN 68800-2, Wood preservation Part 2: Preventive constructional measures in buildings NA DI
23、N 68800-3, Wood preservation Part 3: Preventive protection of wood with wood preservatives NA DIN EN 1995-1-1:2010-12, Eurocode 5: Design of timber structures Part 1-1: General Common rules and rules for buildings NA DIN EN 1995-1-1/NA:2010-12, National Annex Nationally determined parameters Eurocod
24、e 5: Design of timber structures Part 1-1: General Common rules and rules for buildings NA DIN EN 1995-2:2010-12, Eurocode 5: Design of timber structures Part 2: Bridges NCI re 1.5 Terms and definitions NCI re 1.5.2 Additional terms and definitions used in this present standard NA.1.5.2.6 Protected
25、member Member which cannot be exposed to direct weathering by precipitation or moisture ingress. Key a) bridge with deck located at the base of the main bridge structure b) bridge with deck located above the main bridge structure c) covered bridge Figure NA.1 Examples of protected bridge members NA.
26、1.5.2.7 Unprotected member Member which is not protected, or is only partially protected, against direct weathering by precipitation or moisture ingress DIN EN 1995-2/NA:2011-08 6 NCI re 2.3.1 Actions and environmental influences NDP re 2.3.1.2(1) Load-duration classes Actions are assigned to load-d
27、uration classes in Table NA.1. In all other cases, DIN EN 1995-1-1/NA:2010-12, Table NA.1, applies. Table NA.1 Assignment of actions to load-duration classes (LDC) 1 2 1 Action LDC 2 Densities and area loads permanent 3 Imposed loads, perpendicular and horizontal short-term 4 Wind loads short-term/i
28、nstantaneousa5 Snow and ice loads Height of site of structure above mean sea level 1 000 m Height of site of structure above mean sea level 1 000 m short-term medium-term 6 Impact loads instantaneous 7 Changes in temperature and moisture medium-term 8 Irregular settlements permanent a In the case of
29、 wind, kmod may be taken to be the average of the kmod-values assigned to the load-duration classes short-term and instantaneous. NCI NA.2.3.1.3 Assignment to service classes (NA.1) Protected members shall be assigned to service class 2 and unprotected members to service class 3. NDP re 2.4.1 Design
30、 value of material property The partial factors in DIN EN 1995-1-1/NA:2010-12, Tables NA.2 and NA.3, apply to standard verifications. The partial factor M,fat= 1,0 shall be adopted for fatigue assessments. NCI re 3 Material properties (NA.2) Solid wood, glued solid timber, glued laminated timber, cr
31、oss-laminated timber, plywood and laminated veneer lumber may be used for structural timber members in wooden bridges. (NA.3) The minimum dimensions of structural timber members are given in Table NA.2. (NA.4) Metal components shall have thicknesses of not less than 3 mm. Stainless steel sheet-metal
32、 components suitable for pedestrian and cycle bridges shall have thicknesses of not less than 2 mm. DIN EN 1995-2/NA:2011-08 7 Table NA.2 Minimum dimensions of structural timber members for wooden bridges 1 2 3 Structural member Smallest dimension mm Smallest cross-sectional area mm21 Main beams mad
33、e of solid wood, glued laminated timber, glued solid timber or laminated veneer lumber (with the exception of trusses and box girders with flanges made from diagonal boarding) 120 24 000 2 Solid wooden components of trusses 40 4 800 3 Individual sections of composite members and of box girders with
34、diagonal bracing 30 3 600 4 Gusset plates and fishplates as well as ribs made of plywood (with a minimum of five plies) 12 a5 Loadbearing pavement made of a single layer of solid wood 50b 6 Loadbearing pavement made of two layers of solid wood 40b 7 Loadbearing pavement made of wood-based panels 20
35、aMinimum width of gusset plates and fishplates: 120 mm. b30 mm for pedestrian and cycle bridges. A wearing course in accordance with Table NA.3 shall be added to this figure if necessary. NCI re 4 Durability NCI re 4.1 Timber (NA.3) The thickness of loadbearing pavements designed without a surface c
36、ourse and directly exposed to pedestrian or other traffic shall be greater than that required by the design calculations to allow for wear. The minimum thickness dvof the wearing course is given in Table NA.3. Table NA.3 Minimum thickness of wearing courses 1 2 3 dvmm1 Type Loadbearing pavements mad
37、e of softwood Loadbearing pavements made of hardwood 2 Bridge decks 20 10 3 Pedestrian and cycle bridges 10 5 (NA.4) Loadbearing pavements made of wood-based panels should be protected against wear by a surface course. DIN EN 1995-2/NA:2011-08 8 NCI NA 4.4 Structural detailing of bridges NCI NA.4.4.
38、1 Wood and wood-based panels (NA.1) Bridges shall be designed, constructed and maintained in such a way that they retain their loadbearing capacity and serviceability for the duration of their design working life without any significant loss of their performance characteristics and require no more t
39、han a reasonable level of maintenance. (NA.2) It shall be ensured that the timber in bridges is preserved as appropriate to the design working life, taking account of the risk of corrosion of the fasteners. (NA.3) DIN 68800-1 to DIN 68800-3 apply unless otherwise specified. (NA.4) Structural documen
40、tation for bridges shall include documentation on durability. (NA.5) Depending on the level of protection afforded by preventive constructional measures, members are classified as either protected or unprotected. (NA.6) Protected members shall be provided with weather protection, e.g. in the form of
41、 facings or an adequate roof overhang, on all sides at risk of exposure to precipitation. An overhang is deemed adequate if it protects an area bounded by a line inclined at an angle of 30 to the vertical and running from the edge of the roof towards the covered area (see Figure NA.1). (NA.7) Consid
42、eration shall be given to the use-related penetration of moisture and corrosive agents, such as deicing agents, into members of covered bridges protected against direct weathering, e.g. due to traffic or the bridge being part of a cross-country ski run. Particular types of exposure, for instance dir
43、ectly above specific wet zones such as waterfalls shall also be taken into account. (NA.8) Supplementary information on the protection of wood and wood-based panels can be found in Annex NA.C.1. NCI NA.4.4.2 Protection of steel components against corrosion (NA.1) The following steps shall be taken t
44、o avoid the risk of corrosion: Steel structural members shall be designed in such a way that they can be tested in accordance with the rules set out in DIN 1076. If this is not the case, adequate resistance to corrosion shall be verified taking account of the mechanical and dynamic stresses that occ
45、ur. The resistance to corrosion is deemed to be adequate in the following cases: if suitable stainless steels covered by a German national technical approval are used; if the thickness of the manufactured steel components is 4 mm greater than required by the structural design and the components are
46、protected against corrosion by a zinc coating with a thickness of not less than 85 m with a suitable chromate conversion coating (e.g. coloured chromate conversion coating). Steel structural members in protected zones shall be deemed to be resistant to corrosion if the steel surfaces are protected b
47、y a zinc coating with a mean thickness of not less than 55 m. Where different metals are used, e.g. in connections, the level of galvanic corrosion shall be kept to a minimum. (NA.2) The provisions set out in NCI NA.4.4.1(NA.7) shall be taken into account as appropriate. (NA.3) Supplementary provisi
48、ons concerning the protection of steel components against corrosion are given in Annex NA.C.2. DIN EN 1995-2/NA:2011-08 9 NCI re 5 Basis of structural analysis NCI re 5.2 Composite members (NA.2) For beams or supports comprising mechanically jointed sections, the connections shall also be designed to resist a tensile force FEdacting perpendicular to the joint in accordance with Equation (NA.1): FEd= 0,1 Fv,Ed(NA.1) where FEdis the design tensile force between the sections; Fv,Ed is the design
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