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eLibrary >
BS EN 1998-3:2025 - TC Tracked Changes. Eurocode 8. Design of structures for earthquake resistance - Assessment and retrofitting of buildings and bridges >
BS EN 1998-3:2025 - TC Tracked Changes. Eurocode 8. Design of structures for earthquake resistance - Assessment and retrofitting of buildings and bridges, 2025
- A-30458285.pdf [Go to Page]
- undefined
- European foreword
- 0 Introduction
- 1 Scope [Go to Page]
- 1.1 Scope of EN 1998-3
- 1.2 Assumptions
- 2 Normative references
- 3 Terms, definitions and symbols [Go to Page]
- 3.1 Terms and definitions
- 3.2 Symbols and abbreviations [Go to Page]
- 3.2.1 Symbols [Go to Page]
- 3.2.1.1 General symbols
- 3.2.1.2 Symbols used in Clause 8
- 3.2.1.3 Symbols used in Clause 9
- 3.2.1.4 Symbols used in Clause 10 and Annex B
- 3.2.1.5 Symbols used in Clause 11 and Annex C
- 3.2.2 Abbreviations
- 3.3 S.I. units
- 4 Basis of design [Go to Page]
- 4.1 Performance requirements
- 4.2 Compliance criteria for existing structures [Go to Page]
- 4.2.1 Specificity of existing structures
- 4.2.2 Verification rules
- 4.2.3 Verification of Limit States [Go to Page]
- 4.2.3.1 General
- 4.2.3.2 Limit State of Near Collapse (NC)
- 4.2.3.3 Limit State of Significant Damage (SD)
- 4.2.3.4 Limit State of Damage Limitation (DL)
- 4.2.3.5 Fully Operational Limit State (OP)
- 4.3 General procedure for the assessment and retrofitting design [Go to Page]
- 4.3.1 Seismic assessment in the current state
- 4.3.2 Design of retrofitting
- 5 Information for structural assessment [Go to Page]
- 5.1 General information and history
- 5.2 Required input data
- 5.3 Knowledge levels: Definitions
- 5.4 Knowledge levels: Identification [Go to Page]
- 5.4.1 Geometry
- 5.4.2 Preliminary analysis
- 5.4.3 Construction details
- 5.4.4 Materials
- 5.4.5 Use of Knowledge Levels in the force-based approach
- 5.5 Representative values of material properties
- 6 Modelling, structural analysis and verification [Go to Page]
- 6.1 General
- 6.2 Modelling
- 6.3 Analysis: Force-based approach
- 6.4 Analysis: Displacement-based approach [Go to Page]
- 6.4.1 Linear elastic analysis
- 6.4.2 Non-linear static analysis
- 6.4.3 Non-linear response-history analysis
- 6.5 Safety verifications [Go to Page]
- 6.5.1 General
- 6.5.2 Verifications to Near Collapse limit state [Go to Page]
- 6.5.2.1 General
- 6.5.2.2 Verifications in local terms using linear elastic analysis
- 6.5.2.3 Verifications in local terms using non-linear analysis
- 6.5.2.4 Verification in global terms
- 6.5.3 Verifications to additional limit states
- 6.6 Distributed energy dissipation systems
- 7 Design of structural intervention [Go to Page]
- 7.1 Criteria for a structural intervention [Go to Page]
- 7.1.1 General
- 7.1.2 General technical criteria
- 7.1.3 Types of intervention
- 7.1.4 Ancillary elements
- 7.1.5 Justification of the selected intervention type
- 7.2 Retrofit design procedure
- 8 Specific rules for reinforced concrete structures [Go to Page]
- 8.1 Field of application
- 8.2 Identification of geometry, details and materials [Go to Page]
- 8.2.1 General
- 8.2.2 Geometry
- 8.2.3 Details
- 8.2.4 Materials [Go to Page]
- 8.2.4.1 General
- 8.2.4.2 Concrete
- 8.2.4.3 Steel reinforcement
- 8.3 Structural modelling
- 8.4 Resistance models for assessment [Go to Page]
- 8.4.1 General
- 8.4.2 Beams, columns and walls under flexure with or without axial force [Go to Page]
- 8.4.2.1 General
- 8.4.2.2 Members with continuous ribbed bars
- 8.4.2.3 Members with ribbed bars, lap-spliced starting at the end section
- 8.4.2.4 Columns with smooth bars lap-spliced at floor levels [Go to Page]
- 8.4.2.4.1 General
- 8.4.2.4.2 Yield moment
- 8.4.2.4.3 Chord rotation at yielding of the ends and effective stiffness of a member
- 8.4.2.4.4 Ultimate chord rotation at the end of a column with section consisting of rectangular parts, without or with lap-splices
- 8.4.3 Beams, columns and walls: shear
- 8.4.4 Beam-column joints
- 8.5 Verification of limit states [Go to Page]
- 8.5.1 Beams, columns and walls under flexure with or without axial force [Go to Page]
- 8.5.1.1 Limit state of Near Collapse (NC)
- 8.5.1.2 Limit state of Significant Damage (SD)
- 8.5.1.3 Limit state of Damage Limitation (DL)
- 8.5.2 Beams, columns and walls: shear [Go to Page]
- 8.5.2.1 Limit state of Near Collapse (NC)
- 8.5.2.2 Limit state of Significant Damage (SD) and Damage Limitation (DL)
- 8.5.3 Beam-column joints [Go to Page]
- 8.5.3.1 Limit state of Near Collapse (NC)
- 8.5.3.2 Limit state of Significant Damage (SD) and Damage Limitation (DL)
- 8.5.4 Verification of Limit States for the force-based approach
- 8.6 Resistance models for retrofitting [Go to Page]
- 8.6.1 General
- 8.6.2 Concrete jacketing [Go to Page]
- 8.6.2.1 General
- 8.6.2.2 Enhancement of strength, stiffness and deformation capacity
- 8.6.3 Steel jacketing [Go to Page]
- 8.6.3.1 Introduction
- 8.6.3.2 Shear strength
- 8.6.3.3 Clamping of lap-splices
- 8.6.4 FRP plating and wrapping [Go to Page]
- 8.6.4.1 General
- 8.6.4.2 Beam, columns and walls under flexure with and without axial force [Go to Page]
- 8.6.4.2.1 Concrete members with continuous ribbed bars [Go to Page]
- 8.6.4.2.1.1 Chord rotation at yielding of the end of a concrete member
- 8.6.4.2.1.2 Ultimate chord rotation of the end of a concrete member
- 8.6.4.2.2 Concrete members with ribbed longitudinal bars, lap-spliced starting at the end section [Go to Page]
- 8.6.4.2.2.1 General rule
- 8.6.4.2.2.2 Moment, curvature and chord rotation at yielding of the end of a concrete member with a short lap-splice
- 8.6.4.2.2.3 Ultimate chord rotation at the end of a concrete member with lap-splice
- 8.6.4.2.3 Concrete columns with smooth bars lap-spliced at floor levels
- 8.6.4.3 Shear resistance
- 9 Specific rules for steel and composite structures [Go to Page]
- 9.1 Field of application
- 9.2 Identification of geometry, details and materials [Go to Page]
- 9.2.1 General
- 9.2.2 Geometry
- 9.2.3 Details
- 9.2.4 Materials [Go to Page]
- 9.2.4.1 General
- 9.2.4.2 Structural steel
- 9.2.4.3 Weld metal
- 9.2.4.4 Rivet material
- 9.2.4.5 Fastener material
- 9.2.4.6 Concrete
- 9.2.4.7 Steel reinforcement
- 9.3 Structural modelling
- 9.4 Resistance models for assessment [Go to Page]
- 9.4.1 General
- 9.4.2 Beams and columns under flexure with or without axial load [Go to Page]
- 9.4.2.1 General
- 9.4.2.2 Steel beams in rigid full-strength beam-to-column joints [Go to Page]
- 9.4.2.2.1 Beams with compliant seismic weld detailing
- 9.4.2.2.2 Steel beams with non-compliant seismic weld detailing
- 9.4.2.3 Composite steel-concrete beams in rigid full-strength beam-to-column joints [Go to Page]
- 9.4.2.3.1 General
- 9.4.2.3.2 Composite steel-concrete beams with compliant seismic weld detailing
- 9.4.2.3.3 Composite steel-concrete beams with non-compliant seismic weld detailing
- 9.4.2.4 Beams in semi-rigid, partial-strength beam-to-column joints [Go to Page]
- 9.4.2.4.1 General
- 9.4.2.4.2 Beam-to-column joints with top and bottom seat angle
- 9.4.2.4.3 Double split-tee joints
- 9.4.2.4.4 Bolted flange plate joints
- 9.4.2.4.5 Bolted end plate unstiffened joints
- 9.4.2.5 Beams in flexible, partial-strength beam-to-column joints
- 9.4.2.6 Steel columns
- 9.4.2.7 Encased or filled composite columns
- 9.4.3 Steel bracings
- 9.4.4 Links in frames with eccentric bracings
- 9.4.5 Buckling restrained bracings
- 9.4.6 Steel column and beam splices [Go to Page]
- 9.4.6.1 General
- 9.4.6.2 Welded splices with complete penetration butt welds
- 9.4.6.3 Welded splices with partial penetration butt welds
- 9.4.6.4 Bolted splices
- 9.4.7 Beam-to-column web panel joint
- 9.4.8 Bracing-end connections [Go to Page]
- 9.4.8.1 General
- 9.4.8.2 Bracing-end connections allowing rotations
- 9.4.8.3 Bracing-end connections not allowing rotations
- 9.5 Verification of limit states [Go to Page]
- 9.5.1 General
- 9.5.2 Beams and columns under flexure with or without axial load [Go to Page]
- 9.5.2.1 Limit state of Near Collapse (NC)
- 9.5.2.2 Limit state of Significant Damage (SD)
- 9.5.2.3 Limit state of Damage Limitation (DL)
- 9.5.3 Bracings [Go to Page]
- 9.5.3.1 General
- 9.5.3.2 Limit state of Near Collapse (NC)
- 9.5.3.3 Limit state of Significant Damage (SD)
- 9.5.3.4 Limit state of Damage Limitation (DL)
- 9.5.4 Links in frames with eccentric bracings [Go to Page]
- 9.5.4.1 Limit state of Near Collapse (NC)
- 9.5.4.2 Limit state of Significant Damage (SD)
- 9.5.4.3 Limit state of Damage Limitation (DL)
- 9.5.5 Steel column and beam splices [Go to Page]
- 9.5.5.1 General
- 9.5.5.2 Limit state of Near Collapse (NC)
- 9.5.5.3 Limit states at Significant Damage (SD) and Damage Limitation (DL)
- 9.5.6 Beam-to-column web panel joint [Go to Page]
- 9.5.6.1 Limit state of Near Collapse (NC)
- 9.5.6.2 Limit states at Significant Damage (SD) and Damage Limitation (DL)
- 9.5.7 Bracing-end connections [Go to Page]
- 9.5.7.1 Limit state of Near Collapse (NC)
- 9.5.7.2 Limit states at Significant Damage (SD) and Damage Limitation (DL)
- 9.6 Resistance models for retrofitting [Go to Page]
- 9.6.1 General
- 9.6.2 Weld retrofits
- 9.6.3 Retrofitting with stiffener or doubler plates
- 9.6.4 Beam-to-column joint retrofitting with haunched stiffeners
- 9.6.5 Retrofitting with encased composite columns
- 9.6.6 Retrofitting riveted or bolted connections and joints
- 10 Specific rules for timber buildings [Go to Page]
- 10.1 Field of application
- 10.2 Identification of geometry, details and materials [Go to Page]
- 10.2.1 General
- 10.2.2 Geometry
- 10.2.3 Details
- 10.2.4 Materials [Go to Page]
- 10.2.4.1 Condition assessment and knowledge level
- 10.2.4.2 Condition assessment factors
- 10.3 Classification of timber structural members [Go to Page]
- 10.3.1 Timber diaphragms [Go to Page]
- 10.3.1.1 Joists
- 10.3.1.2 Sheathing typology
- 10.3.1.3 Diaphragm classification
- 10.3.2 Timber frames [Go to Page]
- 10.3.2.1 Frame classification
- 10.3.2.2 Carpentry connections
- 10.4 Structural modelling [Go to Page]
- 10.4.1 General
- 10.4.2 Diaphragms
- 10.4.3 Frames
- 10.5 Structural analysis [Go to Page]
- 10.5.1 General
- 10.5.2 Local analysis of diaphragms with a force-based approach
- 10.6 Resistance models for assessment [Go to Page]
- 10.6.1 General
- 10.6.2 Timber diaphragms
- 10.6.3 Carpentry connections [Go to Page]
- 10.6.3.1 General
- 10.6.3.2 Compression of timber
- 10.6.3.3 Single step connections [Go to Page]
- 10.6.3.3.1 Shear crack
- 10.6.3.3.2 Compression at the front-notch surface
- 10.6.3.3.3 Compression at the back surface
- 10.6.3.4 Double step connections [Go to Page]
- 10.6.3.4.1 Shear crack
- 10.6.3.4.2 Compression at the front-notch surface
- 10.6.4 Dowel-type fastener connections
- 10.7 Verification to limit states [Go to Page]
- 10.7.1 Timber diaphragms [Go to Page]
- 10.7.1.1 Displacement limitation
- 10.7.1.2 Force limitation
- 10.7.2 Timber frames [Go to Page]
- 10.7.2.1 Displacement limitation
- 10.7.2.2 Force limitation
- 10.7.3 Carpentry connections
- 10.7.4 Dowel-type connections
- 10.8 Resistance models for retrofitting [Go to Page]
- 10.8.1 Material design resistance
- 10.8.2 Diaphragms [Go to Page]
- 10.8.2.1 Methods for retrofitting
- 10.8.2.2 Modelling and analysis
- 10.8.2.3 Verifications
- 10.8.3 Timber frames [Go to Page]
- 10.8.3.1 Methods for retrofitting
- 10.8.3.2 Modelling and analysis
- 10.8.3.3 Verifications
- 10.8.4 Carpentry connections [Go to Page]
- 10.8.4.1 General
- 10.8.4.2 Repair and reinforcement
- 10.8.4.3 Verifications
- 10.8.5 Dowel-type connections [Go to Page]
- 10.8.5.1 Retrofitting measures
- 10.8.5.2 Verifications
- 11 Specific rules for masonry buildings [Go to Page]
- 11.1 Field of application
- 11.2 Identification of geometry, construction details and materials [Go to Page]
- 11.2.1 General
- 11.2.2 Geometry
- 11.2.3 Construction details
- 11.2.4 Materials
- 11.3 Structural modelling and analysis [Go to Page]
- 11.3.1 General [Go to Page]
- 11.3.1.1 Specificity of existing masonry buildings
- 11.3.1.2 In-plane behaviour
- 11.3.1.3 Out-of-plane behaviour
- 11.3.2 Modelling and analysis of global in-plane response of masonry walls [Go to Page]
- 11.3.2.1 Force-deformation relationship of masonry structural members
- 11.3.2.2 Models for horizontal diaphragms
- 11.3.2.3 Specific conditions for the use of the q-factor approach
- 11.3.3 Modelling and analysis of partial out-of-plane mechanisms and limit analysis [Go to Page]
- 11.3.3.1 General
- 11.3.3.2 Linear kinematic analysis (seismic multiplier at onset of the mechanism)
- 11.3.3.3 Non-linear kinematic analysis (displacement capacity of the mechanism)
- 11.3.4 Modelling of in-plane response of masonry infills in framed buildings
- 11.4 Resistance models for assessment [Go to Page]
- 11.4.1 Resistance models for in-plane loaded masonry members [Go to Page]
- 11.4.1.1 In-plane shear resistance of masonry members [Go to Page]
- 11.4.1.1.1 General
- 11.4.1.1.2 Members failing in flexure
- 11.4.1.1.3 Members failing by shear sliding
- 11.4.1.1.4 Members failing due to diagonal cracking
- 11.4.1.2 In-plane deformation capacities of masonry members [Go to Page]
- 11.4.1.2.1 General
- 11.4.1.2.2 Members failing in flexure
- 11.4.1.2.3 Members failing by shear sliding
- 11.4.1.2.4 Members failing due to diagonal cracking
- 11.4.2 Resistance models for the assessment of partial out-of-plane mechanisms
- 11.5 Verification of limit states [Go to Page]
- 11.5.1 Verification of global in-plane response of masonry walls [Go to Page]
- 11.5.1.1 General
- 11.5.1.2 Verification of SD using the q-factor approach
- 11.5.1.3 Verification through linear analysis [Go to Page]
- 11.5.1.3.1 General
- 11.5.1.3.2 Limit state of Near Collapse
- 11.5.1.3.3 Limit state of Significant Damage
- 11.5.1.3.4 Limit state of Damage Limitation
- 11.5.1.4 Verification through non-linear static analysis in local (member-level) terms [Go to Page]
- 11.5.1.4.1 General
- 11.5.1.4.2 Limit state of Near Collapse
- 11.5.1.4.3 Limit state of Significant Damage
- 11.5.1.4.4 Limit state of Damage Limitation
- 11.5.1.5 Verification through non-linear static analysis in global (structural system) terms [Go to Page]
- 11.5.1.5.1 General
- 11.5.1.5.2 Limit states of Damage Limitation, Significant Damage or Near Collapse
- 11.5.1.6 Verification through non-linear response-history analysis
- 11.5.2 Verification of partial out-of-plane mechanisms [Go to Page]
- 11.5.2.1 General
- 11.5.2.2 Displacement-based verification of SD and NC limit states
- 11.5.2.3 Verification of SD using the q-factor approach
- 11.5.2.4 Verification of SD and NC through non-linear response-history analysis
- 11.5.2.5 Verification of DL limit state
- 11.6 Analysis and resistance models for retrofitting [Go to Page]
- 11.6.1 General
- 11.6.2 Structural modelling of strengthened buildings
- 11.6.3 Resistance models for strengthened masonry members [Go to Page]
- 11.6.3.1 General
- 11.6.3.2 Resistance models for strengthened unreinforced masonry members
- 11.6.3.3 Resistance models for strengthened reinforced masonry members
- 12 Specific rules for bridges [Go to Page]
- 12.1 Field of application
- 12.2 Performance requirements
- 12.3 Compliance criteria [Go to Page]
- 12.3.1 Distinction between “ductile” and “brittle” mechanisms
- 12.3.2 Distinction between primary and secondary seismic members
- 12.4 Information for structural assessment [Go to Page]
- 12.4.1 General
- 12.4.2 Procedure of investigations [Go to Page]
- 12.4.2.1 General
- 12.4.2.2 Step 1: Collection of information and first inspection
- 12.4.2.3 Step 2: Simulated design
- 12.4.2.4 Step 3: Detailed Survey and Investigation
- 12.4.3 Assessment of Knowledge Level
- 12.5 Assessment procedures [Go to Page]
- 12.5.1 General
- 12.5.2 Bridges where inertial seismic action is dominant
- 12.5.3 Backfilled bridges where kinematic seismic action is dominant.
- 12.6 Design of structural interventions [Go to Page]
- 12.6.1 General
- 12.6.2 Intervention on piers
- 12.6.3 Intervention to foundations
- 12.6.4 Intervention on abutments and retaining structures
- 12.6.5 Intervention to bearings
- 12.6.6 Intervention to deck
- Annex A (informative) Preliminary analysis [Go to Page]
- A.1 Use of this annex
- A.2 Scope and field of application
- A.3 Reinforced concrete structures
- A.4 Masonry structures
- Annex B (informative) Supplementary information for timber structures [Go to Page]
- B.1 Use of this annex
- B.2 Scope and field of application
- B.3 General
- Annex C (informative) Supplementary information for masonry buildings [Go to Page]
- C.1 Use of this annex
- C.2 Scope and field of application
- C.3 Classification of masonry types not conforming to EN 1996-1-1 and reference values for the material properties
- C.4 Reference values for the equivalent in-plane stiffness of horizontal diaphragms of different types
- C.5 Drift capacity of masonry members in the case of hybrid failure modes
- C.6 Reference values for the material properties of strengthened masonry types
- C.7 Repair and retrofitting techniques [Go to Page]
- C.7.1 Repair of cracks
- C.7.2 Repair and retrofitting of wall intersections
- C.7.3 Strengthening and stiffening of horizontal diaphragms
- C.7.4 Tie beams
- C.7.5 Retrofitting of buildings by means of steel ties
- C.7.6 Retrofitting of rubble core masonry walls (multi-leaf walls)
- C.7.7 Retrofitting of walls by means of reinforced concrete jackets or steel profiles
- C.7.8 Retrofitting of walls by means of polymer grids jackets
- C.8 Floor spectral accelerations for masonry buildings
- Annex D (informative) Flowcharts for the application of this document [Go to Page]
- D.1 Use of this annex
- D.2 Charts and tables
- Annex M (informative) Material or product properties in EN 1998-3 [Go to Page]
- M.1 Use of this annex
- M.2 Scope and field of application
- Bibliography [Go to Page]
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