1、August 2012 Translation by DIN-Sprachendienst.English price group 11No 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; 93.040!$h#“1906900www.din.deDDIN EN 1991-2/NANational Annex Nationally determined parameters Eurocode 1: Actions on structures Part 2: Traffic loads on bridges,English translation of DIN EN 1991-2/NA:2012-08Nationaler Anhang National festgelegte Parameter Eurocode 1: Einwirkungen auf Tra
3、gwerke Teil 2: Verkehrslasten auf Brcken,Englische bersetzung von DIN EN 1991-2/NA:2012-08Annexe Nationale Paramtres dtermins au plan national Eurocode 1: Actions sur les structures Partie 2: Actions sur les ponts, dues au trafic,Traduction anglaise de DIN EN 1991-2/NA:2012-08www.beuth.deDocument co
4、mprises 21 pagesIn case of doubt, the German-language original shall be considered authoritative.11.12 DIN EN 1991-2/NA:2012-08 2 A comma is used as the decimal marker. Contents Page Foreword 3 NA 1 Scope 4 NA 2 National provisions for the application of DIN EN 1991-2:2010-12 .4 NA 2.1 General 4 NA
5、2.2 National provisions6 1 General 6 2 Classification of actions .6 3 Design situations .7 4 Road traffic actions and other actions specifically for road bridges .7 5 Actions on footways, cycle tracks and footbridges 11 6 Rail traffic actions and other actions specifically for rail bridges . 12 DIN
6、EN 1991-2/NA:2012-08 3 Foreword This document has been prepared by Working Committee NA 005-57-03 AA Lastannahmen fr Brcken (SpA CEN/TC 250/SC 1/WG 2) of the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee). This document is the National Annex to DIN EN 1991-2, Eurocode
7、1: Actions on structures Part 2: Traffic loads on bridges. European Standard EN 1991-2 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 value
8、s 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 Clause NA.2.1. This National Annex also includes non-contradictory complementary informa
9、tion (NCI) for the application of DIN EN 1991-2:2010-12. This National Annex is an integral part of DIN EN 1991-2:2010-12. DIN EN 1991-2/NA:2012-08 4 NA 1 Scope This National Annex contains national provisions relating to imposed loads on bridges associated with road traffic, pedestrian actions and
10、rail traffic, which are to be taken into account when applying DIN EN 1991-2 in Germany. This National Annex is only valid in conjunction with DIN EN 1991-2:2010-12. NA 2 National provisions for the application of DIN EN 1991-2:2010-12 NA 2.1 General DIN EN 1991-2:2010-12 refers to the possibility o
11、f choosing Nationally Determined Parameters (NDPs) at the following places in the text. 1 General 1.1 (3) Complementary rules for retaining walls, buried structures and tunnels 2 Classification of actions 2.2 (2) NOTE 2 Use of infrequent values of loading for road bridges 2.3 (1) Definition of appro
12、priate protection against collisions 2.3 (4) Rules concerning collision forces of various origins 3 Design situations 3 (5) Rules for bridges carrying both road and rail traffic 4 Road traffic actions and other actions specifically for road bridges 4.1 (1) NOTE 2 Road traffic actions for loaded leng
13、ths greater than 200 m 4.1 (2) NOTE 1 Specific load models for bridges with limitation of vehicle weight 4.2.1 (1) NOTE 2 Definition of complementary load models 4.2.1 (2) Definition of models for special vehicles 4.2.3 (1) Conventional height of kerbs 4.3.1 (2) NOTE 2 Use of LM2 4.3.2 (3) NOTES 1 a
14、nd 2 Values of factors 4.3.2 (6) Use of simplified alternative load models 4.3.3 (2) Values of factors 4.3.3 (4) NOTE 2 Selection of wheel contact surface for LM2 4.3.4 (1) Definition of Load Model 3 (special vehicles) 4.4.1 (2) NOTE 2 Upper limit of the braking force on road bridges 4.4.1 (3) NOTE
15、3 Horizontal forces associated with LM3 4.4.1 (6) Braking forces transmitted by expansion joints 4.4.2 (4) Lateral forces on road bridge decks 4.5.1, Table 4.4a NOTES a) and b) Consideration of horizontal forces in gr1a 4.5.2 (1) NOTE 3 Use of infrequent values of variable actions 4.6.1 (2) NOTES 2
16、and 4 Use of fatigue load models 4.6.1 (3) NOTE 1 Definition of traffic categories 4.6.1 (6) Definition of additional amplification factors (fatigue) 4.6.4 (3) Adjustment of Fatigue Load Model 3 4.6.5 (1) NOTE 2 Road traffic characteristics for the use of Fatigue Load Model 4 4.6.6 (1) Use of Fatigu
17、e Load Model 5 4.7.2.1 (1) NOTE Definition of impact force and height of impact 4.7.2.2 (1) NOTE 1 Definition of collision forces on decks DIN EN 1991-2/NA:2012-08 5 4.7.3.3 (1) NOTE 1 Definition of collision forces on vehicle restraint systems 4.7.3.3 (1) NOTE 3 Definition of vertical forces acting
18、 simultaneously with horizontal collision forces 4.7.3.3 (2) Design load for the structure supporting a vehicle parapet 4.7.3.4 (1) Definition of collision forces on unprotected vertical structural members 4.8 (1) NOTE 2 Definition of actions on pedestrian parapets 4.8 (3) Definition of design loads
19、 on the structures supporting pedestrian parapets 4.9.1 (1) NOTE 1 Definition of load models for backfill 5 Actions on footways, cycle tracks and footbridges 5.2.3 (2) Definition of load models for inspection gangways 5.3.2.1 (1) Definition of the characteristic value of the uniformly distributed lo
20、ad 5.3.2.2 (1) Definition of the characteristic value of the concentrated load on footbridges 5.3.2.3 (1)P NOTE 1 Definition of service vehicles on footbridges 5.4 (2) Characteristic value of the horizontal force on footbridges 5.6.1 (1) Definition of specific collision forces 5.6.2.1 (1) Collision
21、forces on piers 5.6.2.2 (1) Collision forces on decks 5.6.3 (2) NOTE 2 Definition of a load model for the accidental presence of a vehicle on a footbridge 5.7 (3) Definition of dynamic models of pedestrian loads 6 Rail traffic actions and other actions specifically for railway bridges 6.1 (2) Traffi
22、c outside the scope of EN1991-2, alternative load models 6.1 (3)P Other types of railway 6.1 (7) Temporary bridges 6.3.2 (3)P Values of factors 6.3.3 (4)P Choice of lines for heavy rail traffic 6.4.4 Alternative requirements for a dynamic analysis 6.4.5.2 (3)P Choice of dynamic factor 6.4.5.3 (1) Al
23、ternative values of determinant lengths 6.4.5.3 Table 6.2 Determinant length of cantilevers 6.4.6.1.1 (6) Additional requirements for the application of HSLM 6.4.6.1.1 (7) Loading and methodology for dynamic analysis 6.4.6.1.2 (3) Table 6.5 Additional load cases depending upon the number of tracks 6
24、.4.6.3.1 (3) Table 6.6 Values of damping 6.4.6.3.2 (3) Alternative density values of materials 6.4.6.3.3 (3) NOTE 1, NOTE 2 Enhanced Youngs modulus Other material properties 6.4.6.4 (4) Reduction of peak response at resonance and alternative additional damping values 6.4.6.4 (5) Allowance for track
25、defects and vehicle imperfections 6.5.1 (2) Increased height of centre of gravity for centrifugal forces 6.5.3 (5) Actions due to braking for loaded lengths greater than 300 m 6.5.3 (9)P Alternative requirements for the application of traction and braking forces 6.5.4.1 (5) Combined response of stru
26、cture and track, requirements for non-ballasted track 6.5.4.3 (2) NOTE 1, NOTE 2 Alternative requirements for temperature variations 6.5.4.4 (2) NOTE 1 Longitudinal shear resistance between track and bridge deck DIN EN 1991-2/NA:2012-08 6 6.5.4.5 Alternative design criteria 6.5.4.5.1 (2) Minimum val
27、ue of track radius 6.5.4.5.1 (2) Limiting values for rail stresses 6.5.4.6 Alternative calculation methods 6.5.4.6.1 (1) Alternative criteria for simplified calculation methods 6.5.4.6.1 (4) Longitudinal plastic shear resistance between track and bridge deck 6.6.1 (3) Aerodynamic actions, alternativ
28、e values 6.7.1 (2)P Derailment of rail traffic, additional requirements 6.7.1 (8)P Derailment of rail traffic, measures for structural elements situated above the level of the rails and requirements to retain a derailed train on the structure 6.7.3 (1)P Other actions 6.8.1 (11)P Table 6.10 Number of
29、 tracks loaded when checking drainage and structural clearances 6.8.2 (2) Table 6.11 Assessment of groups of loads 6.8.3.1 (1) Frequent values of multi-component actions 6.8.3.2 (1) Quasi-permanent values of multi-component actions 6.9 (6) Fatigue load models, structural life 6.9 (7) Fatigue load mo
30、dels, special traffic Annex C (3)P Dynamic factors Annex C (3)P Method of dynamic analysis Annex D2 (2) Partial safety factor for fatigue loading NA 2.2 National provisions In the following, the clauses are numbered as in DIN EN 1991-2:2010-12. 1 General NDP re 1.1 (3) Note 1 For complementary rules
31、 or provisions see the specifications of the relevant public construction agencies or building inspectorate. NCI re 1.2 DIN EN 1990/NA/A1:2012-07, National Annex Nationally determined parameters Eurocode: Basis of structural design 2 Classification of actions NDP re 2.2 (2) Note 2 Infrequent values
32、are not used. DIN EN 1991-2/NA:2012-08 7 NDP re 2.3 (1) Note For other rules or complementary provisions see the specifications of the relevant public construction agencies or building inspectorate. The following apply in particular: Richtlinie fr passiven Schutz an Straen durch Fahrzeugrckhaltesyst
33、eme (RPS); FGSV 343 (Directive for passive protection on roads afforded by vehicle restraint systems, FGSV 343) 1) DIN EN 1317-1, Road restraint systems Part 1: Terminology and general criteria for test methods (Additional requirements may be specified by the relevant public construction agency or r
34、egulatory authority for individual construction projects where appropriate.) DIN EN 1317-2, Road restraint systems Part 2: Performance classes, impact test acceptance criteria and test methods for safety barriers including vehicle parapets E DIN EN 1317-6, Road restraint systems Part 6: Pedestrian r
35、estraint systems, pedestrian parapets See the provisions in 4.7.2.2 (1) of this National Annex for details. NDP re 2.3 (4) Note The recommended provisions apply. 3 Design situations NDP re 3 (5) Note No provisions are given in the National Annex. The requirements are to be specified by the relevant
36、public construction agency or regulatory authority. 4 Road traffic actions and other actions specifically for road bridges NCI re 4.1 (1) Note 1 NOTE 1 is amended as follows: NOTE 1 200 m corresponds to the maximum length of a continuous influence length with the same sign taken into account for the
37、 calibration of Load Model 1 (see 4.3.2). In general, the use of Load Model 1 is on the safe side for bridges with loaded lengths over 200 m. NDP re 4.1 (1) Note 2 4.1 (1) applies to individual span lengths up to 200 m. The requirements for greater individual span lengths are to be specified by the
38、relevant public construction agency or regulatory authority. NDP re 4.1 (2) Note 1 Specific models for bridges with road signs intended to limit the weight of vehicles are not specified here. NDP re 4.2.1 (1) Note 2 Complementary load models are not specified here. NDP re 4.2.1 (2) Note Complementar
39、y load models are not defined. Annex A shall not be applied. 1) Available from: FGSV Verlag GmbH, Wesselinger Str. 17, 50999 Kln. DIN EN 1991-2/NA:2012-08 8 NDP re 4.2.3 (1) Note The minimum height of kerbs shall be 75 mm. NDP re 4.3.1 (2) Note 2 Load Model 2 shall not be applied. NDP re 4.3.2 (3) N
40、otes 1 and 2 Q1= 0,1 Q2= 0,1 Q3= 0,1 q1= 331, q2= 4,2 q3= 2,1 qgr= 2,1 NDP re 4.3.2 (6) Note 1 Simplified alternative rules are not specified. NDP re 4.3.3 (2) Note Load Model 2 shall not be applied. NDP re 4.3.3 (4) Note 2 Load Model 2 shall not be applied. NDP re 4.3.4 (1) Note Special loading mod
41、els shall not be applied. NDP re 4.4.1 (2) Note 2 The upper limit shall be 900 kN. Re 4.4.1 (3) Note Load Model 3 shall not be applied. NDP re 4.4.1 (6) Equation (4.6a) applies. NDP re 4.4.2 (4) Note Lateral forces from skew braking or acceleration need not be taken into account. DIN EN 1991-2/NA:20
42、12-08 9 NDP re 4.5.1, Table 4.4a, footnotes a) and b) a) Horizontal forces due to traffic need not be taken into account for group of loads gr1a. b) The recommended value of 3 kN/m2applies. NCI re 4.5.1 (NA.2) In group of loads gr2, the frequent value shall be used for loads from LM1. In group of lo
43、ads gr4, the characteristic value shall be used for footways and cycle tracks. However, the favourable loads acting at each design point shall not be taken into account. NDP re 4.5.2 (1) Note 3 No provision is made for the infrequent value. NCI re 4.5.1 (1) A line for the group of loads gr6 has been
44、 added to Table 4.4a. The group of loads gr6 applies to the transient design situation “replacing bearings”. Further transient design situations may be specified for individual projects where appropriate. Carriageway Footways and cycle tracks Load type Vertical forces Horizontal forces Vertical forc
45、es only Reference 4.3.2 4.3.3 4.3.4 4.3.5 4.4.1 4.4.2 5.3.2 (1) Load system LM1 (TS and UDL systems) LM2 (Single axles) LM3 (Special vehicles LM4 (Crowd loading) Braking and accelera-tion forces Centrifugal and transverse forces Uniformly distributed load Groups of loads gr6 Half the character-istic
46、 value Half the character-istic value Half the character-istic value Characteristic valueccSee 5.3.2.1 (2). One footway only should be considered to be loaded if the effect is more unfavourable than the effect of two loaded footways. NDP re 4.6.1 (2) Note 2 c) Fatigue Load Models 1 and 2 shall not b
47、e applied. e) Fatigue Load Model 4 may only be applied in special cases in consultation with and with the agreement of the relevant authority. f) Fatigue Load Model 5 shall not be applied. NDP re 4.6.1 (3) Note 1 Table 4.5 shall be applied. NDP re 4.6.1 (6) Note The value of fat shall be taken into
48、account as shown in Figure (4.7). NOTE Equation (4.7) has been amended as follows in accordance with Figure 4.7: DIN EN 1991-2/NA:2012-08 10 1;610,301fat+= DNDP re 4.6.4 (3) Note A second vehicle in the same lane shall not be taken into account if the fatigue verifications are performed with values in accordance with the design Eurocodes. NDP re 4.6.5 (1) Note 2 Fatigue Load Model 4 shall not be applied. NOTE Application of Fatigue Load Model 4 is possible in certain cases in consultation
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