DIN EN 1991-1-7 NA-2010 National Annex - Nationally determined parameters - Eurocode 1 Actions on structures - Part 1-7 General actions - Accidental actions《国家附录 国家制定参数 欧洲法规1 对结构物的.pdf

1、December 2010 Translation by DIN-Sprachendienst.English price group 14No 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!$lnU“1737550www.din.deDDIN EN 1991-1-7/NANational Annex Nationally determined parameters Eurocode 1: Actions on structures Part 1-7: General actions Accidental actionsEnglish translation of DIN EN 1991-1-7/NA:2010-12Nationaler Anhang National festgelegte Parameter Eurocode 1: Einwirkung

3、en auf Tragwerke Teil 1-7: Allgemeine Einwirkungen Auergewhnliche EinwirkungenEnglische bersetzung von DIN EN 1991-1-7/NA:2010-12Annexe Nationale Paramtres dtermins au plan national Eurocode 1: Actions sur les structures Partie 1-7: Actions gnrales ActionsaccidentellesTraduction anglaise de DIN EN 1

4、991-1-7/NA:2010-12Together with1991-1-7:2010-12,supersedesDIN 1055-9:2003-08www.beuth.deDocument comprises 29 pagesIn case of doubt, the German-language original shall be considered authoritative.02.12DIN ENDIN EN 1991-1-7/NA:2010-12 2 A comma is used as the decimal marker. Contents Page Foreword 3

5、NA.1 Scope 4 NA.2 National provisions for the application of DIN EN 1991-1-7:2010-12 .4 NA.2.1 General 4 NA 2.2 Nationally determined parameters and explanations 6 NCI Annex NA.E (normative) Actions from debris 28 Bibliography . 29 DIN EN 1991-1-7/NA:2010-12 3 Foreword This document has been prepare

6、d by Working Committee NA 005-51-02 AA Einwirkungen auf Bauten (Sp CEN/TC 250/SC 1) of the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee). This document is the National Annex to DIN EN 1991-1-7:2010-12 Actions on structures Part 1-7: General actions Accidental actions.

7、 European Standard EN 1991-1-7 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 classific

8、ation 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 Clause NA.2.1. This National Annex also includes non-contradictory complementary information (NCl) for the application of DIN EN 1991-1-7:2010-1

9、2. DIN EN 1991-1-7:2010-12 and this National Annex, DIN EN 1991-1-7/NA:2010-12, supersede DIN 1055-9:2003-08. Amendments This document differs from DIN 1055-9:2003-08 as follows: a) a number of provisions from DIN 1055-9:2003-08 have been incorporated and are to be taken into account when applying D

10、IN EN 1991-1-7:2010-12 nationally; b) adaptations have been made to take the state of the technology into account. Previous editions DIN 1055-9: 2003-08 DIN EN 1991-1-7/NA:2010-12 4 NA.1 Scope This National Annex contains national provisions relating to accidental actions on buildings, civil enginee

11、ring and infrastructure works, and rules for establishing strategies for safeguarding such structures against accidental actions, that are to be taken into consideration when applying DIN EN 1991-1-7:2010-12 in Germany. This National Annex is an integral part of DIN EN 1991-1-7:2010-12. NA.2 Nationa

12、l provisions for the application of DIN EN 1991-1-7:2010-12 NA.2.1 General DIN EN 1991-1-7:2010-12 refers to the possibility of choosing Nationally Determined Parameters (NDPs) at the following places in the text: DIN EN 1991-1-7/NA:2010-12 5 Paragraph Item 2(2) Classification of accidental actions

13、3.1(2) NOTE 4: Loads 3.2(1) NOTE 3: Level of risk 3.3(2) NOTE 1: Defined accidental actions for buildings 3.3(2) NOTE 2: Limitation of localised failure 3.3(2) NOTE 3: Choice of strategies 3.4(1) NOTE 4: Consequence classes 3.4(2) NOTE: Design approaches 4.1(1) NOTE 1: Accidental actions on lightwei

14、ght structures 4.1(1) NOTE 3: Guidance on the transmission of impact forces to foundations 4.3.1(1) NOTE 1: Design values of vehicle impact forces 4.3.1(1) NOTE 2: Impact forces as a function of the distance from traffic lanes 4.3.1(1) NOTE 3: Structures and parts of structures for which vehicle imp

15、act forces do not need to be taken into account 4.3.1(2) Alternative impact rules 4.3.1(3) Conditions of impact from road vehicles 4.3.2(1) NOTE 1: Clearances, protection measures and design values for superstructures 4.3.2(1) NOTE 3: Reduction factor rF for impact forces on superstructures 4.3.2(1)

16、 NOTE 4: Impact forces on the underside of bridge decks 4.3.2(2) Use of Fdy4.3.2(3) Dimensions and positions of impact areas 4.4(1) Design value of the impact force from forklift trucks 4.5(1) Type of rail traffic 4.5.1.2(1) NOTE 1: Classification of structures for impact forces 4.5.1.2(1) NOTE 2: C

17、lassification of temporary structures and auxiliary construction works 4.5.1.4(1) Design values of impact forces from derailed traffic 4.5.1.4(2) Reduction of impact forces 4.5.1.4(3) Point of application for impact forces 4.5.1.4(4) Equivalent static impact forces 4.5.1.4(5) Impact forces for speed

18、s greater than 120 km/h 4.5.1.5(1) Requirements for Class B structures 4.5.2(1) Areas beyond track ends 4.5.2(4) Design values of impact forces on end impact walls 4.6.1(3) NOTE 1: Classification of sea-going ships 4.6.2(1) Design values of impact forces from river and canal traffic 4.6.2(2) Frictio

19、n coefficient 4.6.2(3) NOTE 1: Application area of impact from river and canal traffic 4.6.2(4) Impact forces on bridge decks from river and canal traffic 4.6.3(1) Design values of impact forces from seagoing vessels 4.6.3(3) Friction coefficient 4.6.3(4) Size and position of impact areas for seagoi

20、ng vessels 4.6.3(5) NOTE 1: Design values of impact forces on bridge decks from seagoing vessels 5.3(1) P Procedures for internal explosion A.4(1) Details of effective anchorage DIN EN 1991-1-7/NA:2010-12 6 The national provisions specified for these items are listed in NA 2.2. In addition, NA 2.2 i

21、ncludes non-contra-dictory complementary information for the application of DIN EN 1991-1-7:2010-12. This information is preceded by the letters “NCI”. NA 2.2 Nationally determined parameters and explanations The following numbering corresponds to the numbering of DIN EN 1991-1-7:2010-12. Supplement

22、ary sections have been added as required. 1.2 Normative references NCI re 1.2 NA DIN EN 1991-4/NA, National Annex Nationally determined parameters Eurocode 1: Actions on struc-tures Part 4: Silos and tanks 2 Classification of actions NDP re 2(2) The recommended provisions apply. 3 Design situations

23、3.1 General NDP re 3.1(2) NOTE 4: Loads This National Annex contains values for accidental actions as dynamic loads or as equivalent static loads. Deviations from these values may be agreed with the client and the relevant authority if appropriately justified proof can be provided. 3.2 Accidental de

24、sign situations strategies for identified accidental actions NDP re 3.2(1) NOTE 3: Level of risk If analyses are based on probability considerations, then the representative value of the accidental action shall be specified with an exceedance probability of p 104/a. 3.3 Accidental design situations

25、strategies for limiting the extent of localised failure NDP re 3.3(2) NOTE 1: Defined accidental actions for buildings Other than the provisions given in DIN EN 1992 to DIN EN 1999 specific to each construction type, no further requirements need be verified by calculation. NDP re 3.3(2) NOTE 2: Limi

26、tation of localised failure For accidental actions, “localised failure” in civil engineering works and buildings is permitted as long as it does not lead to failure of a key element. NOTE 2 applies without modification. DIN EN 1991-1-7/NA:2010-12 7 NDP re 3.3(2) NOTE 3: Choice of strategies The prim

27、ary strategy is to design key elements for the given actions. In addition, design rules are given for individual actions. In isolated cases, approach b) (i.e the principle of structural design with enhanced redundancy) should be taken. NOTE 3 applies without modification. 3.4 Accidental design situa

28、tions use of consequence classes NDP re 3.4(1) NOTE 4: Consequence classes The following consequence classes apply for buildings: Table NA.1 Classification into consequence classes Consequence class Building typesaCC1 Buildings with a heightbof up to 7 m; Buildings used for agricultural or silvicult

29、ural purposes. CC2.1 Buildings with a heightbof more than 7 m up to and including 13 m CC2.2 Buildings not assignable to consequence classes 1, 2.1 or 3, and buildings of consequence class 3 with a heightbof up to 13 m CC3 High-rise buildings (buildings with a heightbof more than 22 m); the followin

30、g buildings with a heightbof more than 13 m: sales outlets whose salesrooms and shopping streets cover a total area of more than 2 000 m2; buildings for more than 200 people, with the exception of residential and office buildings; other publicly accessible buildings, which, due to the nature of thei

31、r utilization, are likely to temporarily attract large gatherings of people, and whose largest storey has a floor area of more than 1 600 m2; buildings with rooms or spaces the use of which poses a risk of explosion or increased risk of fire due to handling or storage of certain substances. aFor bui

32、ldings indicated in this table that can be assigned to more than one consequence class, the highest class applies. bHeight is the mean distance from the finished floor level of the uppermost storey that can be used for occupational purposes to the mean ground surface level. For civil engineering str

33、uctures, a categorization according to consequence classes may be carried out on a case-by-case basis in agreement with the relevant authority. NDP re 3.4(2) NOTE: Design approaches The provisions of DIN EN 1991-1-7 apply to new buildings, substantial conversion or renewal work on structures, and mo

34、difications to load-bearing systems. Conversion/renewal work is considered to be substantial, for instance in bridges, where decks and/or piers are renewed. Design methods for structures as required for the respective consequence classes can be found in the rele-vant sections of this NA, where appro

35、priate. DIN EN 1991-1-7/NA:2010-12 8 4 Impact 4.1 Field of application NDP re 4.1(1) NOTE 1: Accidental actions on lightweight structures The following provisions apply to accidental actions on lightweight structures (e.g. gantries, lighting columns, footbridges): Footbridges that may be subject to

36、accidental actions shall be designed for the impact forces specified in 4.3 to 4.6. Lightweight structures, such as gantries and lighting columns, shall be designed to resist impact forces in accordance with 4.3 to 4.7 if their failure could endanger public safety and order. NDP re 4.1(1) NOTE 3: Gu

37、idance on the transmission of impact forces to foundations Impact forces acting on civil engineering structures shall be followed all the way down into the structural foundations. For buildings, the transmission of the accidental action depends on the forces they transfer to the structural foundatio

38、n; the transmission is generally irrelevant. 4.3 Accidental actions caused by road vehicles 4.3.1 Impact on supporting substructures NDP re 4.3.1(1) NOTE 1: Design values of vehicle impact forces If supporting components (e.g. piers, load-bearing columns or supports, vertical members of frames, wall

39、s, end members of trussed beams, etc.) are to be designed for impact from motor vehicles, then the equivalent static impact forces indicated in Table NA.2-4.1 shall be assumed. DIN EN 1991-1-7/NA:2010-12 9 Table NA.2-4.1 Equivalent static impact forces from road vehicles 1 2 3 Category Equivalent st

40、atic impact force in MN Fdxin the direction of normal travel Fdyperpendicular to the direction of normal travel 1 Roads outside built-up areas 1,5 0,15 2 Roads in built-up areas for speeds of v 50 km/ha1,0 0,5 Roads in built-up areas for speeds of v 30 kN 0,1 0,1 6 Traffic areas passable for cars 0,

41、050 0,025 7 with a speed limit of v 10 km/h 0,015 0,008 8 Petrol station forecourt canopiesb c0,1 0,1 Parking garages for cars 30 kNb9 single/double garages, carports 0,01 0,01 10 all other cases 0,04 0,025 aOnly to be taken into account if supporting members are in immediate danger of impact from r

42、oad vehicles, i.e. generally at a distance of less than 1 m from the kerb. bOnly to be taken into account if failure of the supporting members causes the stability of the building/roofing/floor to be at risk. cOnly to be used if the supporting members are positioned away from the moving traffic, oth

43、erwise as in lines 1 to 4. NCI re 4.3.1(1) NOTE 1: Design values of vehicle impact forces As a deviation from Table NA.2-4.1, the equivalent static impact forces may be specified as follows: based on previous risk analyses; if the interactions between impacting vehicle and impacted member are examin

44、ed in greater detail, e.g. by analysing the elastic-plastic behaviour of the member. In addition to structural design of the pillars and piers of road or rail bridges passing over roads for resistance to vehicle impact, they shall also be safeguarded by special physical measures. Such measures inclu

45、de deterring devices positioned at a distance of at least 1 m from the members to be protected, and concrete bases at least 0,8 m high positioned underneath the members to be protected and protruding from the outer edge of these members by at least 2 m parallel and at least 0,5 m perpendicular to th

46、e direction of travel. Special measures are not required in or adjacent to roads in built-up areas DIN EN 1991-1-7/NA:2010-12 10 with speed limits of 50 km/h and less; next to unclassified roads and major agricultural roads; if the minimum dimensions given above are complied with. In addition, the p

47、rovisions and specifications of the Richtlinie fr passive Schutzeinrichtungen an Straen (Directive for passive protection on roads, RPS) apply. Props and falsework shall be safeguarded against vehicle impact by appropriate structural measures. If an enclosing structural element acting as a safety ba

48、rrier cannot alone absorb the impact actions in a parking garage, then these impact actions should be absorbed by suitable special structural measures, e.g. kerbs preventing vehicles from passing over, or by providing safety devices that are sufficiently deformable. Such devices should have a minimu

49、m height of 1,25 m. Kerbs and safety devices shall be designed to resist equivalent static forces of 40 kN when calculated as point forces or of 14 kN/m when calculated as line loads, for a distance of 0,05 m below the top edge of the kerb or safety device. An impact energy of 5,5 kNm is equivalent to the point force. NDP re 4.3.1(1) NOTE 2: Impact forces as a function of the distance from traffic lanes No reductions are made for impact forces from road vehicles as a function of the distance of