oSIST prEN 1998-2:2023
(Main)Eurocode 8 - Design of structures for earthquake resistance - Part 2: Bridges
Eurocode 8 - Design of structures for earthquake resistance - Part 2: Bridges
EN 1998-2 is intended to be applied to the design of new bridges in seismic regions. It covers the design of reinforced concrete, steel and composite steel-concrete bridges and provides guidance for the design of timber bridges.
EN 1998-2 is applicable to the seismic design of bridges exploiting ductility in structural members or through the use of antiseismic devices. When ductility is exploited, this part primarily covers bridges in which the horizontal seismic actions are mainly resisted through bending of the piers or at the abutments; i.e. of bridges composed of vertical or nearly vertical pier systems supporting the traffic deck superstructure. It is also applicable to the seismic design of arched bridges, although its provisions should not be considered as fully covering these cases.
Suspension bridges and masonry bridges, moveable bridges and floating bridges are not included in the scope of EN 1998-2.
Eurocode 8 - Auslegung von Bauwerken gegen Erdbeben - Teil 2: Brücken
Eurocode 8 - Calcul des structures pour leur résistance aux séismes - Partie 2: Ponts
Evrokod 8 - Projektiranje konstrukcij na potresnih območjih - 2. del: Mostovi
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
oSIST prEN 1998-2:2023
01-maj-2023
Evrokod 8 - Projektiranje konstrukcij na potresnih območjih - 2. del: Mostovi
Eurocode 8 - Design of structures for earthquake resistance - Part 2: Bridges
Eurocode 8 - Auslegung von Bauwerken gegen Erdbeben - Teil 2: Brücken
Eurocode 8 - Calcul des structures pour leur résistance aux séismes - Partie 2: Ponts
Ta slovenski standard je istoveten z: prEN 1998-2
ICS:
91.120.25 Zaščita pred potresi in Seismic and vibration
vibracijami protection
93.040 Gradnja mostov Bridge construction
oSIST prEN 1998-2:2023 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
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oSIST prEN 1998-2:2023
DRAFT
EUROPEAN STANDARD
prEN 1998-2
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2023
ICS Will supersede EN 1998-2:2005
English Version
Eurocode 8 - Design of structures for earthquake
resistance - Part 2: Bridges
Eurocode 8 - Calcul des structures pour leur résistance Eurocode 8 - Auslegung von Bauwerken gegen
aux séismes - Partie 2: Ponts Erdbeben - Teil 2: Brücken
This draft European Standard is submitted to CEN members for enquiry. It has been drawn up by the Technical Committee
CEN/TC 250.
If this draft becomes a European Standard, CEN members are bound to comply with the CEN/CENELEC Internal Regulations
which stipulate the conditions for giving this European Standard the status of a national standard without any alteration.
This draft European Standard was established by CEN in three official versions (English, French, German). A version in any other
language made by translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC
Management Centre has the same status as the official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway,
Poland, Portugal, Republic of North Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and
United Kingdom.
Recipients of this draft are invited to submit, with their comments, notification of any relevant patent rights of which they are
aware and to provide supporting documentation.
Warning : This document is not a European Standard. It is distributed for review and comments. It is subject to change without
notice and shall not be referred to as a European Standard.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels
© 2023 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 1998-2:2023 E
worldwide for CEN national Members.
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Contents Page
European foreword . 5
Introduction . 6
1 Scope . 8
1.1 Scope of EN 1998-2 . 8
1.2 Assumptions . 8
2 Normative references . 9
3 Terms, definitions and symbols . 9
3.1 Terms and definitions . 9
3.2 Symbols and abbreviations . 10
3.2.1 General. 10
3.2.2 Symbols . 11
3.2.3 Abbreviations . 18
3.3 S.I. Units . 19
4 Basis of design . 19
4.1 Basic requirements . 19
4.2 Seismic actions . 19
4.2.1 General. 19
4.2.2 Spatial variability of the seismic action . 21
4.3 Characteristics of earthquake resistant bridges . 21
4.3.1 Conceptual design . 21
4.3.2 Primary and secondary seismic members. 22
4.3.3 Resistance and ductility conditions – Capacity design rules . 22
4.3.4 Connections . 23
4.3.5 Control of displacements – Detailing of ancillary elements . 23
4.3.6 Choice of ductility class – Limits of seismic action for design to DC1, DC2 and DC3 . 24
4.3.7 Simplified criteria . 25
5 Modelling and structural analysis . 25
5.1 Modelling . 25
5.1.1 General. 25
5.1.2 Torsional effects about a vertical axis . 27
5.1.3 Second-order effects . 28
5.2 Methods of analysis . 29
5.2.1 General. 29
5.2.2 Force-based approach . 29
5.2.3 Displacement-based approach . 35
5.3 Methods of analysis accounting for spatial variability of ground motion . 36
5.3.1 General. 36
5.3.2 Long bridges on uniform soil . 38
5.3.3 Short to medium length bridges on non-uniform soil . 39
5.3.4 Long bridges on non-uniform soil . 39
5.4 Combination of the seismic action with other actions . 40
6 Verifications of structural members to limit states . 41
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6.1 General . 41
6.2 Material requirements . 41
6.2.1 General . 41
6.2.2 Design for DC2 and DC3 . 41
6.3 Verification of Significant Damage (SD) limit state . 42
6.3.1 General . 42
6.3.2 Capacity design effects . 42
6.3.3 Concrete members . 43
6.3.4 Steel and steel-concrete composite members . 47
6.3.5 Foundations . 48
6.3.6 Connections . 48
6.3.7 Concrete abutments . 49
6.3.8 Verification for the displacement-based approach . 49
6.4 Verification to other limit states . 49
6.4.1 Verification of Near Collapse (NC) limit state . 49
6.4.2 Verification of Damage Limitation (DL) limit state . 50
6.4.3 Verification of Operational (OP) limit state . 50
7 Detailing for ductility . 50
7.1 General . 50
7.2 Concrete piers . 50
7.2.1 General . 50
7.2.2 Longitudinal reinforcement . 50
7.2.3 Critical region . 50
7.2.4 Confinement . 51
7.2.5 Buckling of longitudinal compression reinforcement . 54
7.2.6 Other rules . 54
7.2.7 Hollow piers. 55
7.2.8 Joints adjacent to critical regions . 55
7.3 Steel piers . 57
7.4 Foundations . 57
7.4.1 Spread foundation . 57
7.4.2 Pile foundations . 57
8 Specific rules for bridges equipped with antiseismic devices . 57
8.1 General . 57
8.2 Seismic action, basic requirements and compliance criteria . 57
8.3 General provisions concerning antiseismic devices . 58
8.4 Methods of analysis . 58
8.4.1 General . 58
8.4.2 Equivalent linear lateral force method. 58
8.4.3 Equivalent linear response spectrum method . 60
8.4.4 Response-history analysis . 60
8.5 Minimum overlap length at connections . 60
9 Specific rules for cable-stayed and extradosed bridges . 61
9.1 General . 61
9.2 Basis of design . 61
9.3 Modelling and structural analysis . 62
9.4 Verifications . 62
9.4.1 General . 62
9.4.2 Avoidance of brittle failure of specific non-ductile components . 62
9.5 Detailing . 63
10 Specific rules for integral abutment bridges . 63
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10.1 General. 63
10.2 Basis of design . 64
10.3 Modelling and structural analysis . 65
10.3.1 General. 65
10.3.2 Force-based approach . 65
10.3.3 Displacement-based approach . 68
10.3.4 Culverts . 68
10.4 Verifications . 69
10.4.1 Verification of Significant Damage limit state . 69
10.4.2 Verification to other limit states . 69
Annex A (informative) Characteristics of earthquake resistant bridges . 70
A.1 Use of this annex . 70
A.2 Scope and field of application . 70
A.3 Deck . 70
A.4 Skew bridges . 70
A.5 Choice of supporting members resisting the seismic action . 71
A.6 Choice of ductility class . 72
Annex B (informative) Added mass of entrained water for immersed piers . 73
B.1 Use of this annex . 73
B.2 Scope and field of application . 73
B.3 Effective mass of an immersed pier . 73
Annex C (informative) Additional information on timber bridges . 75
C.1 Use of this annex . 75
C.2 Scope and field of application . 75
C.3 Basis of design . 77
C.4 Modelling . 78
C.5 Force-based approach . 78
Annex D (normative) Displacement-based approach for integral abutment bridges . 80
D.1 Use of this annex . 80
D.2 Scope and field of application . 80
D.3 Modelling for nonlinear analysis . 80
D.4 Nonlinear static analysis . 82
D.5 Nonlinear response-history analysis . 84
Bibliography . 86
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European foreword
This document (prEN 1998-2:2022) has been prepared by Technical Committee CEN/TC 250
“Structural Eurocodes”, the secretariat of which is held by BSI. CEN/TC 250 is responsible for all
Structural Eurocodes and has been assigned responsibility for structural and geotechnical design
matters by CEN.
This document will supersede EN 1998-2:2005.
The first generation of EN Eurocodes was published between 2002 and 2007. This document forms part
of the second generation of the Eurocodes, which have been prepared under Mandate M/515 issued to
CEN by the European Commission and the European Free Trade Association.
The Eurocodes have been drafted to be used in conjunction with relevant execution, material, product
and test standards, and to identify requirements for execution, materials, products and testing that are
relied upon by the Eurocodes.
The Eurocodes recognize the responsibility of each Member State and have safeguarded their right to
determine values related to regulatory safety matters at national level through the use of National
Annexes.
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Introduction
0.1 Introduction to the Eurocodes
The Structural Eurocodes comprise the following standards generally consisting of a number of Parts:
• EN 1990 Eurocode: Basis of structural and geotechnical design
• EN 1991 Eurocode 1: Actions on structures
• EN 1992 Eurocode 2: Design of concrete structures
• EN 1993 Eurocode 3: Design of steel structures
• EN 1994 Eurocode 4: Design of composite steel and concrete structures
• EN 1995 Eurocode 5: Design of timber structures
• EN 1996 Eurocode 6: Design of masonry structures
• EN 1997 Eurocode 7: Geotechnical design
• EN 1998 Eurocode 8: Design of structures for earthquake resistance
• EN 1999 Eurocode 9: Design of aluminium structures
• New parts are under development, e.g. Eurocode for design of structural glass
The Eurocodes are intended for use by designers, clients, manufacturers, constructors, relevant
authorities (in exercising their duties in accordance with national or international regulations),
educators, software developers, and committees drafting standards for related product, testing and
execution standards.
NOTE Some aspects of design are most appropriately specified by relevant authorities or, where not
specified, can be agreed on a project-specific basis between relevant parties such as designers and clients. The
Eurocodes identify such aspects making explicit reference to relevant authorities and relevant parties.
0.2 Introduction to EN 1998 Eurocode 8
EN 1998 defines the rules for the seismic design of new buildings and engineering works and the
assessment and retrofit of existing ones, including geotechnical aspects, as well as temporary
structures.
NOTE This standard also covers the verification of structures in the seismic situation during construction,
when required.
Attention has to be paid to the fact that, for the design of structures in seismic regions, the provisions of
EN 1998 should be applied in addition to the relevant provisions of EN 1990 to EN 1997 and EN 1999.
In particular, EN 1998 should be applied to structures of consequence classes CC1, CC2 and CC3, as
defined in prEN 1990:2021, 4.3. Structures of consequence class CC4 are not fully covered by the
Eurocodes but may be required to follow EN 1998, or parts of it, by the relevant authorities.
By nature, perfect protection (a null seismic risk) against earthquakes is not feasible in practice, in
particular because the knowledge of the hazard itself is characterized by a significant uncertainty.
Therefore, in Eurocode 8, the seismic action is represented in a conventional form, proportional in
amplitude to earthquakes likely to occur at a given location and representative of their frequency
content. This representation is not the prediction of a particular seismic movement, and such a
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movement could give rise to more severe effects than those of the seismic action considered, inflicting
damage greater than the one described by the Limit States contemplated in this Standard.
Not only the seismic action cannot be predicted but, in addition, it should be recognized that
engineering methods are not perfectly predictive when considering the effects of this specific action,
under which structures are assumed to respond in the nonlinear regime. Such uncertainties are taken
into account according to the general framework of EN 1990, with a residual risk of underestimation of
their effects.
0.3 Introduction to EN 1998-2
EN 1998-2 provides general requirements for earthquake resistant design of new bridges. Except
where otherwise specified in this Part, the seismic actions are as defined in prEN 1998-1-1:2022, 5. The
scope of this Part of EN 1998 is defined in 1.1.
Since the seismic action is mainly resisted by the piers and the latter are usually constructed of
reinforced concrete, a greater emphasis has been given to such piers. Additionally, bearings are in many
cases important parts of the seismic resisting system of a bridge and are therefore treated accordingly.
The same holds for seismic isolation devices.
EN 1998-2 is subdivided in ten clauses and includes four annexes, where Annexes A to C are
informative and Annex D is normative.
0.4 Verbal forms used in the Eurocodes
The verb “shall” expresses a requirement strictly to be followed and from which no deviation is
permitted in order to comply with the Eurocodes.
The verb “should” expresses a highly recommended choice or course of action. Subject to national
regulation and/or any relevant contractual provisions, alternative approaches could be used/adopted
where technically justified.
The verb “may” expresses a course of action permissible within the limits of the Eurocodes.
The verb “can” expresses possibility and capability; it is used for statements of fact and clarification of
concepts.
0.5 National annex for EN 1998-2
National choice is allowed in this document where explicitly stated within notes. National choice
includes the selection of values for Nationally Determined Parameters (NDPs).
The national standard implementing EN 1998-2 can have a National Annex containing all national
choices to be used for the design of new bridges to be constructed in the relevant country.
When no national choice is given, the default choice given in this document is to be used
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