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BSI 23/30458281 DC:2023 Edition

BSI 23/30458281 DC:2023 Edition

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BS EN 1998-2. Eurocode 8. Design of structures for earthquake resistance – Part 2. Bridges

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BSI 2023 89
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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.

PDF Catalog

PDF Pages PDF Title
10 1 Scope
1.1 Scope of ENĀ 19982
1.2 Assumptions
11 2 Normative references
3 Terms, definitions and symbols
3.1 Terms and definitions
12 3.2 Symbols and abbreviations
3.2.1 General
13 3.2.2 Symbols
3.2.2.1 Symbols used in 4
3.2.2.2 Symbols used in 5
15 3.2.2.3 Symbols used in 6
16 3.2.2.4 Further symbols used in 7
18 3.2.2.5 Symbols used in 8
19 3.2.2.6 Symbols used in 10
3.2.2.7 Symbols used in AnnexĀ B
3.2.2.8 Symbols used in AnnexĀ C
20 3.2.2.9 Symbols used in AnnexĀ D
3.2.3 Abbreviations
21 3.3 S.I. Units
4 Basis of design
4.1 Basic requirements
4.2 Seismic actions
4.2.1 General
23 4.2.2 Spatial variability of the seismic action
4.3 Characteristics of earthquake resistant bridges
4.3.1 Conceptual design
24 4.3.2 Primary and secondary seismic members
4.3.3 Resistance and ductility conditions ā€“ Capacity design rules
25 4.3.4 Connections
4.3.5 Control of displacements ā€“ Detailing of ancillary elements
26 4.3.6 Choice of ductility class ā€“ Limits of seismic action for design to DC1, DC2 and DC3
27 4.3.7 Simplified criteria
5 Modelling and structural analysis
5.1 Modelling
5.1.1 General
29 5.1.2 Torsional effects about a vertical axis
30 5.1.3 Second-order effects
31 5.2 Methods of analysis
5.2.1 General
5.2.2 Force-based approach
5.2.2.1 Behaviour factors
35 5.2.2.2 Lateral forces method
37 5.2.2.3 Response spectrum method
5.2.3 Displacement-based approach
5.2.3.1 Nonlinear static analysis
38 5.2.3.2 Response-history analysis
5.3 Methods of analysis accounting for spatial variability of ground motion
5.3.1 General
40 5.3.2 Long bridges on uniform soil
41 5.3.3 Short to medium length bridges on non-uniform soil
5.3.4 Long bridges on non-uniform soil
42 5.4 Combination of the seismic action with other actions
43 6 Verifications of structural members to limit states
6.1 General
6.2 Material requirements
6.2.1 General
6.2.2 Design for DC2 and DC3
44 6.3 Verification of Significant Damage (SD) limit state
6.3.1 General
6.3.2 Capacity design effects
45 6.3.3 Concrete members
6.3.3.1 General
46 6.3.3.2 Structures of DC1
6.3.3.3 Structures of DC2 and DC3
49 6.3.3.4 Deck verification
6.3.4 Steel and steel-concrete composite members
6.3.4.1 General
6.3.4.2 Steel piers
50 6.3.4.3 Steel or steel-concrete composite deck
6.3.5 Foundations
6.3.5.1 General
6.3.5.2 Design action effects
6.3.5.3 Resistance verification
6.3.6 Connections
51 6.3.7 Concrete abutments
6.3.7.1 General requirements
6.3.7.2 Abutments flexibly connected to the deck
6.3.7.3 Abutments rigidly connected to the deck
6.3.8 Verification for the displacement-based approach
6.4 Verification to other limit states
6.4.1 Verification of Near Collapse (NC) limit state
52 6.4.2 Verification of Damage Limitation (DL) limit state
6.4.3 Verification of Operational (OP) limit state
7 Detailing for ductility
7.1 General
7.2 Concrete piers
7.2.1 General
7.2.2 Longitudinal reinforcement
7.2.3 Critical region
53 7.2.4 Confinement
7.2.4.1 General requirements
54 7.2.4.2 Rectangular sections
55 7.2.4.3 Circular sections and sections confined with spiral or hoops
7.2.4.4 Hollow-core sections
56 7.2.5 Buckling of longitudinal compression reinforcement
7.2.6 Other rules
57 7.2.7 Hollow piers
7.2.8 Joints adjacent to critical regions
7.2.8.1 General
7.2.8.2 Reinforcement minimum ratios and arrangement in the joints
59 7.3 Steel piers
7.4 Foundations
7.4.1 Spread foundation
7.4.2 Pile foundations
8 Specific rules for bridges equipped with antiseismic devices
8.1 General
8.2 Seismic action, basic requirements and compliance criteria
60 8.3 General provisions concerning antiseismic devices
8.4 Methods of analysis
8.4.1 General
8.4.2 Equivalent linear lateral force method
62 8.4.3 Equivalent linear response spectrum method
8.4.4 Response-history analysis
8.5 Minimum overlap length at connections
63 9 Specific rules for cable-stayed and extradosed bridges
9.1 General
9.2 Basis of design
64 9.3 Modelling and structural analysis
9.4 Verifications
9.4.1 General
9.4.2 Avoidance of brittle failure of specific non-ductile components
65 9.5 Detailing
10 Specific rules for integral abutment bridges
10.1 General
66 10.2 Basis of design
67 10.3 Modelling and structural analysis
10.3.1 General
10.3.2 Force-based approach
70 10.3.3 Displacement-based approach
10.3.4 Culverts
71 10.4 Verifications
10.4.1 Verification of Significant Damage limit state
10.4.2 Verification to other limit states
10.4.2.1 Verification of Damage Limitation limit state
72 AnnexĀ A (informative)Characteristics of earthquake resistant bridges
A.1 Use of this annex
A.2 Scope and field of application
A.3 Deck
A.4 Skew bridges
73 A.5 Choice of supporting members resisting the seismic action
74 A.6 Choice of ductility class
75 AnnexĀ B (informative)Added mass of entrained water for immersed piers
B.1 Use of this annex
B.2 Scope and field of application
B.3 Effective mass of an immersed pier
77 AnnexĀ C (informative)Additional information on timber bridges
C.1 Use of this annex
C.2 Scope and field of application
79 C.3 Basis of design
80 C.4 Modelling
C.5 Force-based approach
82 AnnexĀ D (normative)Displacement-based approach for integral abutment bridges
D.1 Use of this annex
D.2 Scope and field of application
D.3 Modelling for nonlinear analysis
84 D.4 Nonlinear static analysis
86 D.5 Nonlinear response-history analysis

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