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.<\/p>\n
| PDF Pages<\/th>\n | PDF Title<\/th>\n<\/tr>\n | ||||||
|---|---|---|---|---|---|---|---|
| 10<\/td>\n | 1 Scope 1.1 Scope of EN\u00a019982 1.2 Assumptions <\/td>\n<\/tr>\n | ||||||
| 11<\/td>\n | 2 Normative references 3 Terms, definitions and symbols 3.1 Terms and definitions <\/td>\n<\/tr>\n | ||||||
| 12<\/td>\n | 3.2 Symbols and abbreviations 3.2.1 General <\/td>\n<\/tr>\n | ||||||
| 13<\/td>\n | 3.2.2 Symbols 3.2.2.1 Symbols used in 4 3.2.2.2 Symbols used in 5 <\/td>\n<\/tr>\n | ||||||
| 15<\/td>\n | 3.2.2.3 Symbols used in 6 <\/td>\n<\/tr>\n | ||||||
| 16<\/td>\n | 3.2.2.4 Further symbols used in 7 <\/td>\n<\/tr>\n | ||||||
| 18<\/td>\n | 3.2.2.5 Symbols used in 8 <\/td>\n<\/tr>\n | ||||||
| 19<\/td>\n | 3.2.2.6 Symbols used in 10 3.2.2.7 Symbols used in Annex\u00a0B 3.2.2.8 Symbols used in Annex\u00a0C <\/td>\n<\/tr>\n | ||||||
| 20<\/td>\n | 3.2.2.9 Symbols used in Annex\u00a0D 3.2.3 Abbreviations <\/td>\n<\/tr>\n | ||||||
| 21<\/td>\n | 3.3 S.I. Units 4 Basis of design 4.1 Basic requirements 4.2 Seismic actions 4.2.1 General <\/td>\n<\/tr>\n | ||||||
| 23<\/td>\n | 4.2.2 Spatial variability of the seismic action 4.3 Characteristics of earthquake resistant bridges 4.3.1 Conceptual design <\/td>\n<\/tr>\n | ||||||
| 24<\/td>\n | 4.3.2 Primary and secondary seismic members 4.3.3 Resistance and ductility conditions \u2013 Capacity design rules <\/td>\n<\/tr>\n | ||||||
| 25<\/td>\n | 4.3.4 Connections 4.3.5 Control of displacements \u2013 Detailing of ancillary elements <\/td>\n<\/tr>\n | ||||||
| 26<\/td>\n | 4.3.6 Choice of ductility class \u2013 Limits of seismic action for design to DC1, DC2 and DC3 <\/td>\n<\/tr>\n | ||||||
| 27<\/td>\n | 4.3.7 Simplified criteria 5 Modelling and structural analysis 5.1 Modelling 5.1.1 General <\/td>\n<\/tr>\n | ||||||
| 29<\/td>\n | 5.1.2 Torsional effects about a vertical axis <\/td>\n<\/tr>\n | ||||||
| 30<\/td>\n | 5.1.3 Second-order effects <\/td>\n<\/tr>\n | ||||||
| 31<\/td>\n | 5.2 Methods of analysis 5.2.1 General 5.2.2 Force-based approach 5.2.2.1 Behaviour factors <\/td>\n<\/tr>\n | ||||||
| 35<\/td>\n | 5.2.2.2 Lateral forces method <\/td>\n<\/tr>\n | ||||||
| 37<\/td>\n | 5.2.2.3 Response spectrum method 5.2.3 Displacement-based approach 5.2.3.1 Nonlinear static analysis <\/td>\n<\/tr>\n | ||||||
| 38<\/td>\n | 5.2.3.2 Response-history analysis 5.3 Methods of analysis accounting for spatial variability of ground motion 5.3.1 General <\/td>\n<\/tr>\n | ||||||
| 40<\/td>\n | 5.3.2 Long bridges on uniform soil <\/td>\n<\/tr>\n | ||||||
| 41<\/td>\n | 5.3.3 Short to medium length bridges on non-uniform soil 5.3.4 Long bridges on non-uniform soil <\/td>\n<\/tr>\n | ||||||
| 42<\/td>\n | 5.4 Combination of the seismic action with other actions <\/td>\n<\/tr>\n | ||||||
| 43<\/td>\n | 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 <\/td>\n<\/tr>\n | ||||||
| 44<\/td>\n | 6.3 Verification of Significant Damage (SD) limit state 6.3.1 General 6.3.2 Capacity design effects <\/td>\n<\/tr>\n | ||||||
| 45<\/td>\n | 6.3.3 Concrete members 6.3.3.1 General <\/td>\n<\/tr>\n | ||||||
| 46<\/td>\n | 6.3.3.2 Structures of DC1 6.3.3.3 Structures of DC2 and DC3 <\/td>\n<\/tr>\n | ||||||
| 49<\/td>\n | 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 <\/td>\n<\/tr>\n | ||||||
| 50<\/td>\n | 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 <\/td>\n<\/tr>\n | ||||||
| 51<\/td>\n | 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 <\/td>\n<\/tr>\n | ||||||
| 52<\/td>\n | 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 <\/td>\n<\/tr>\n | ||||||
| 53<\/td>\n | 7.2.4 Confinement 7.2.4.1 General requirements <\/td>\n<\/tr>\n | ||||||
| 54<\/td>\n | 7.2.4.2 Rectangular sections <\/td>\n<\/tr>\n | ||||||
| 55<\/td>\n | 7.2.4.3 Circular sections and sections confined with spiral or hoops 7.2.4.4 Hollow-core sections <\/td>\n<\/tr>\n | ||||||
| 56<\/td>\n | 7.2.5 Buckling of longitudinal compression reinforcement 7.2.6 Other rules <\/td>\n<\/tr>\n | ||||||
| 57<\/td>\n | 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 <\/td>\n<\/tr>\n | ||||||
| 59<\/td>\n | 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 <\/td>\n<\/tr>\n | ||||||
| 60<\/td>\n | 8.3 General provisions concerning antiseismic devices 8.4 Methods of analysis 8.4.1 General 8.4.2 Equivalent linear lateral force method <\/td>\n<\/tr>\n | ||||||
| 62<\/td>\n | 8.4.3 Equivalent linear response spectrum method 8.4.4 Response-history analysis 8.5 Minimum overlap length at connections <\/td>\n<\/tr>\n | ||||||
| 63<\/td>\n | 9 Specific rules for cable-stayed and extradosed bridges 9.1 General 9.2 Basis of design <\/td>\n<\/tr>\n | ||||||
| 64<\/td>\n | 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 <\/td>\n<\/tr>\n | ||||||
| 65<\/td>\n | 9.5 Detailing 10 Specific rules for integral abutment bridges 10.1 General <\/td>\n<\/tr>\n | ||||||
| 66<\/td>\n | 10.2 Basis of design <\/td>\n<\/tr>\n | ||||||
| 67<\/td>\n | 10.3 Modelling and structural analysis 10.3.1 General 10.3.2 Force-based approach <\/td>\n<\/tr>\n | ||||||
| 70<\/td>\n | 10.3.3 Displacement-based approach 10.3.4 Culverts <\/td>\n<\/tr>\n | ||||||
| 71<\/td>\n | 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 <\/td>\n<\/tr>\n | ||||||
| 72<\/td>\n | Annex\u00a0A (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 <\/td>\n<\/tr>\n | ||||||
| 73<\/td>\n | A.5 Choice of supporting members resisting the seismic action <\/td>\n<\/tr>\n | ||||||
| 74<\/td>\n | A.6 Choice of ductility class <\/td>\n<\/tr>\n | ||||||
| 75<\/td>\n | Annex\u00a0B (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 <\/td>\n<\/tr>\n | ||||||
| 77<\/td>\n | Annex\u00a0C (informative)Additional information on timber bridges C.1 Use of this annex C.2 Scope and field of application <\/td>\n<\/tr>\n | ||||||
| 79<\/td>\n | C.3 Basis of design <\/td>\n<\/tr>\n | ||||||
| 80<\/td>\n | C.4 Modelling C.5 Force-based approach <\/td>\n<\/tr>\n | ||||||
| 82<\/td>\n | Annex\u00a0D (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 <\/td>\n<\/tr>\n | ||||||
| 84<\/td>\n | D.4 Nonlinear static analysis <\/td>\n<\/tr>\n | ||||||
| 86<\/td>\n | D.5 Nonlinear response-history analysis <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":" BS EN 1998-2. Eurocode 8. Design of structures for earthquake resistance – Part 2. Bridges<\/b><\/p>\n |