1、March 2011 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、91.120.25; 93.040!$m:“1749023www.din.deDDIN EN 1998-2/NANational Annex Nationally determined parameters Eurocode 8: Design of structures for earthquake resistance Part 2: BridgesEnglish translation of DIN EN 1998-2/NA:2011-03Nationaler Anhang National festgelegte Parameter Eurocode 8: Auslegung von
3、Bauwerken gegen Erdbeben Teil 2: BrckenEnglische bersetzung von DIN EN 1998-2/NA:2011-03Annexe Nationale Paramtres dtermins au plan national Eurocode 8: Calcul des structures pour leur rsistance aux sismes Partie 2: PontsTraduction anglaise de DIN EN 1998-2/NA:2011-03www.beuth.deDocument comprises 2
4、1 pagesIn case of doubt, the German-language original shall be considered authoritative.03.12 DIN EN 1998-2/NA:2011-03 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 1998-2:2010-12 .4 NA 2.1 General 4 NA 2.2 Natio
5、nal provisions5 Annex NA.A (informative) Simplified design rules for simple bridges 10 NA.A.1 General . 10 NA.A.2 Determination of horizontal seismic forces . 11 NA.A.2.1 General 11 NA.A.2.2 Excitation in the longitudinal direction use of movable bearings at the abutment . 11 NA.A.2.3 Excitation in
6、the longitudinal direction use of fixed bearings at the abutment 12 NA.A.2.4 Excitation in the transverse direction 12 NA.A.3 Combination of action effects due to the components of the seismic action 14 NA.A.4 Torsional effects (rotation about the vertical axis) . 14 NA.A.5 Displacements, joints, mi
7、nimum bearing lengths . 15 NA.A.5.1 Relative displacements . 15 NA.A.5.2 Joints . 15 NA.A.5.3 Minimum overlap length 16 NA.A.6 Stability analysis . 16 NA.A.7 Abutments and retaining walls 17 NA.A.7.1 Abutments flexibly connected to the deck 17 NA.A.7.2 Abutments rigidly connected to the deck . 18 NA
8、.A.8 Bearings . 18 NA.A.8.1 Fixed bearings 18 NA.A.8.2 Movable bearings . 18 NA.A.8.3 Elastomeric bearings 18 NA.A.9 Avoidance of brittle fracture of specific non-ductile components 19 NA.A.10 Specific rules for concrete members 19 NA.A.10.1 General 19 NA.A.10.2 Confining reinforcement in piers . 19
9、 DIN EN 1998-2/NA:2011-03 3 Foreword This document has been prepared by Working Committee NA 005-53-05 AA Auslegung von Brcken gegen Erdbeben (SpA zu DIN EN 1998-2) of the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee). This document is the National Annex to DIN EN 199
10、8-2:2010-12 Eurocode 8: Design of structures for earthquake resistance Part 2: Bridges. European Standard EN 1998-2 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
11、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 Clause NA.2.1. This National Annex also includes non-contra
12、dictory complementary information (NCI) for the application of DIN EN 1998-2:2010-12. This National Annex is an integral part of DIN EN 1998-2. DIN EN 1998-2/NA:2011-03 4 NA.1 Scope This National Annex contains national provisions relating to the design and construction of bridges in seismic regions
13、, that are to be taken into consideration when applying DIN EN 1998-2:2010-12 in Germany. Alternative simplified design criteria and verification procedures for approximately straight beam bridges and the conditions under which they can be applied are given in Annex NA.A. This National Annex is only
14、 valid in conjunction with DIN EN 1998-2:2010-12. NA.2 National provisions for the application of DIN EN 1998-2:2010-12 NA 2.1 General DIN EN 1998-2:2010-12 refers to the option of choosing Nationally Determined Parameters (NDPs) at the following places in the text. Paragraph Subject 1.1.1(8) Inform
15、ative Annexes A, B, C, D, E, F, H, JJ and K 2.1(3)P Reference return period TNCRof the seismic action for the no-collapse requirement of the bridge (or, equivalently, reference probability of exceedance in 50 years, PNCR) 2.1(4)P Importance classes for bridges 2.1(6) Importance factors for bridges 2
16、.2.2(5) Conditions under which the seismic action may be considered as an accidental action and the requirements of 2.2.2(3) and 2.2.2(4) can be relaxed 2.3.5.3(1) Expression for the length of plastic hinges 2.3.6.3(5) Fractions of design displacements for non-critical structural elements 2.3.7(1) C
17、ases of low seismicity 2.3.7(1) Simplified criteria for the design of bridges in cases of low seismicity 3.2.2.3 Definition of active fault 3.3(1)P Length of continuous deck beyond which the spatial variability of the seismic action may have to be taken into account 3.3(6) Distance beyond which the
18、seismic ground motions may be considered as completely uncorrelated 3.3(6) Factor accounting for the magnitude of ground displacements occurring in opposite directions at adjacent supports 4.1.2(4)P Values of 2,1for traffic loads assumed to be concurrent with the design seismic action 4.1.8(2) Upper
19、 limit of the value on the left-hand side of expression (4.4) for the seismic behaviour of a bridge to be considered irregular 5.3(4) Value of overstrength factor o5.4(1) Simplified methods for second order effects in linear analyses 5.6.2(2)P b Value of additional safety factor Bd1on shear resistan
20、ce DIN EN 1998-2/NA:2011-03 5 Paragraph Subject 6.2.1.4(1)P Type of confinement reinforcement 6.5.1(1)P Simplified verification rules for bridges of limited ductile behaviour in cases of low seismicity 6.6.2.3(3) Allowable extent of damage of elastomeric bearings in bridges where the seismic action
21、is considered as an accidental action but is not resisted entirely by elastomeric bearings 6.6.3.2(1)P Percentage of the compressive (downward) reaction due to the permanent load that is exceeded by the total vertical reaction due to the design seismic action for the decision as to whether holding-d
22、own devices are required 6.7.3(7) Upper value of design seismic displacement to limit damage of the soil or embankment behind abutments rigidly connected to the deck 7.4.1(1)P Value of control period TDfor the design spectrum of bridges with seismic isolation 7.6.2(1)P Value of amplification factor
23、ISon the design displacement of isolator units 7.6.2(5) Value of mfor elastomeric bearings 7.7.1(2) Value of the ratio for determining the lateral restoring capability 7.7.1(4) Value of dureflecting uncertainties in the estimation of design displacements J.1(2) Values of the minimum isolator tempera
24、ture in the seismic design situation J.2(1) Values of -factors for commonly used isolators In addition, NA 2.2 includes non-contradictory complementary information for the application of DIN EN 1998-2:2010-12. This information is preceded by the letters “NCI”. Table NA.2 Reference Subject 1.2.4 Norm
25、ative references 2.1(2)P Design seismic action NA 2.2 National provisions In the following, the clauses are numbered as in DIN EN 1998-1:2010-12. Supplementary clauses have been added as required. NDP re 1.1.1(8) Scope of DIN EN 1998-2 Annexes A, B, C, D, E, F, H and JJ remain informative. NCI re 1.
26、2.4 Normative references DIN EN 1990:2010-12, Eurocode: Basis of structural design DIN EN 1992-1-1:2011-01, Eurocode 2: Design of concrete structures Part 1-1: General rules and rules for buildings DIN EN 1998-2/NA:2011-03 6 DIN EN 1997-1, Eurocode 7: Geotechnical design DIN EN 1998-1:2010-12, Euroc
27、ode 8: Design of structures for earthquake resistance Part 1: General rules, seismic actions and rules for buildings DIN EN 1998-1/NA:2011-01, National Annex Nationally determined parameters Eurocode 8: Design of structures for earthquake resistance Part 1: General rules, seismic actions and rules f
28、or buildings DIN EN 1998-2:2010-12, Eurocode 8: Design of structures for earthquake resistance Part 2: Bridges DIN EN 1998-2/NA:2011-03, National Annex Nationally determined parameters Eurocode 8: Design of structures for earthquake resistance Part 2: Bridges DIN EN 1998-5:2010-12, Eurocode 8: Desig
29、n of structures for earthquake resistance Part 5: Foundations, retaining structures and geotechnical aspects NCI re 2.1(2)P Design seismic action The elastic response spectrum of the design seismic action in accordance with DIN EN 1998-1/NA:2011-01, 3.2.2.1 to 3.2.2.3, applies with the design ground
30、 acceleration agaccording to Table NA.2, the seismic zones in Germany shown in Figure NA.1 and the ground types and geological ground types defined in 3.1 of that National Annex. For application of the equivalent linear method of DIN EN 1998-2:2010-12, 4.1.6, or the simplified design criteria descri
31、bed in Annex NA.A using the behaviour factor q the spectrum shall be the design spectrum defined in DIN EN 1998-1 and DIN EN 1998-1/NA:2011-01, 3.2.2.5. NDP re 2.1(3)P Design seismic action, re Note 1 The recommended values TNCR= 475 years and PNCR= 10 % apply. NDP re 2.1(4)P Design seismic action,
32、re Note and 2.1(6)P Design seismic action, re Note Importance classes and importance factors are given in Table NA.1. Table NA.1 Importance classes and importance factors Importance class Bridges Importance factor II Bridges that are not critical for communications and for which the adoption of eith
33、er the reference probability of exceedance PNCR in 50 years or of the standard bridge design life of 50 years is not economically justified. 0,85 II Motorway bridges, bridges on trunk roads and railway bridges 1,00 III Bridges of critical importance for maintaining communications, especially in the
34、immediate post-earthquake period, bridges the failure of which is associated with a large number of probable fatalities and major bridges where a design life greater than normal is required. 1,30 NOTE 1 It is recommended that motorways (German abbreviation: BAB), trunk roads (B) and other major road
35、s (L) be placed in importance class II or III while municipal roads (S) and secondary roads (K) should be placed in importance category I, II or III. Unclassified roads in rural areas (G) and major agricultural roads (W) should be placed in importance class I. Agreement on a definite classification
36、is to be reached with the client and the relevant supervisory authority. DIN EN 1998-2/NA:2011-03 7 NOTE 2 The importance factors given in Table NA.1 apply to a bridge design life of 50 years. Other values of the design life can be estimated by means of the modified importance factor I : 3/1II)/50(
37、X = where X is the bridge design life, in years. NDP re 2.2.2(5) Ultimate limit state (ULS), re Note DIN EN 1998-2:2010-12, 2.2.2(3) and (4) should generally be applied to bridges of importance classes II and III. It is not necessary to apply (3) and (4) to bridges of importance class I. NDP re 2.3.
38、5.3(1) Local ductility at the plastic hinges, re Note 2 Expression (E.19) of DIN EN 1998-2:2010-12, Annex E, applies to the calculation of the length Lpof plastic hinges for concrete members. NDP re 2.3.6.3(5) Control of displacements Detailing, re Note 1 The recommended values pE= 0,4 and pT= 0,5 a
39、pply. NDP re 2.3.7(1) Simplified criteria, re Note 1 For the purposes of this standard, zones 1 to 3 shown on the map of seismic zones in Figure NA.1 of DIN EN 1998-1/NA:2011-01 shall be classed as zones of low seismicity irrespective of the category of bridge and the type of ground. Non-tectonic se
40、ismic events, e.g. in mining regions or sinkhole areas, are not covered by this standard. NDP re 2.3.7(1) Simplified criteria, re Note 2 The simplified design criteria described in Annex NA.A may be applied in the case of bridges that satisfy the conditions stated in NA.A.1(1) and (2). No verificati
41、on of the seismic load situation is required for bridges of importance class I. NDP re 3.2.2.3(1)P Near source effects, re Note Near source effects do not need to be taken into account. NDP re 3.3(1)P Spatial variability of the seismic action, re Note The recommended value Llim= Lg/1,5 applies. NDP
42、re 3.3(6)P Spatial variability of the seismic action, re Note 1 The value of Lgis given in Table NA.2. Ground types shall be classified as specified in DIN EN 1998-1/NA:2011-01, NDP re DIN EN 1998-1:2010-12, 3.1.2. Table NA.2 Distance of abutments beyond which ground motions are to be considered as
43、uncorrelated Ground type A B C Lg(m) 600 500 400 DIN EN 1998-2/NA:2011-03 8 NDP re 3.3(6)P Spatial variability of the seismic action, re Note 2 The recommended values of rapply. NDP re 4.1.2(4)P Masses, re Note The following values of 2,1apply to bridges with severe traffic: Road bridges 2,1= 0,2 Ra
44、ilway bridges 2,1= 0,0 NDP re 4.1.8(2)P Regular and irregular seismic behaviour of ductile bridges, re Note The recommended value of oapplies. NDP re 5.3(4) Capacity design, re Note The recommended values of the overstrength factor 0apply. NDP re 5.4(1) Second order effects, re Note The increase in
45、the bending moments in the plastic hinge section due to second order effects shall be calculated as follows: M = dEdNEd(NA.1) where NEdis the axial force and dEdis the relative transverse displacement of the ends of the considered ductile member, both in the seismic design situation. NDP re 5.6.2(2)
46、P Structures of limited ductile behaviour, re Note Where the behaviour factor is not less than 1,25, the additional safety factor against brittle failure 0Bdspecified in 5.6.2(2) shall be taken as equal to 1,00; in all other cases it shall be taken as equal to 1,25/q. NDP re 6.2.1.4(1)P Required con
47、fining reinforcement, re Note Confinement is implemented by means of rectangular hoops, with cross-ties if necessary, or by means of circular hoops or spirals. NDP re 6.5.1(1)P Verification of ductility of critical sections, re Note 1 For bridges with limited ductile behaviour, the provisions for co
48、nfinement reinforcement given in NA.A.10.2 apply at the locations of potential plastic hinges. NDP re 6.6.2.3(3) Elastomeric bearings, re Note Elastomeric bearings shall be designed as specified in DIN EN 1998-2:2010-12, 7.6.2(5), such that they are able to withstand, without significant damage, the maximum shear deformation due to the design seismic action. NDP re 6.6.3.2(1)P Holding-down devices, re Note The recommended values of pHapply. NDP re 6.7.3(7) Abutments rigidly connected to the
