EN 1998-3:2025
(Main)Eurocode 8 - Design of structures for earthquake resistance - Part 3: Assessment and retrofitting of buildings and bridges
Eurocode 8 - Design of structures for earthquake resistance - Part 3: Assessment and retrofitting of buildings and bridges
1.1 Scope of EN 1998-3
(1) This document is applicable to the assessment and retrofitting of buildings and bridges in seismic regions, namely as given in a) to c):
a) to provide criteria for the assessment of the seismic performance of existing individual buildings and bridges;
b) to describe the procedure to be followed in selecting necessary corrective measures;
c) to set forth criteria for the design of retrofitting measures (i.e. design, structural analysis including intervention measures, final dimensioning of structural parts and their connections to existing structural members).
NOTE 1 For the purposes of this document, retrofitting covers both the seismic upgrading (e.g. strengthening or adding a passive system) of undamaged structures and the repair and possible upgrading of earthquake-damaged structures.
NOTE 2 Only the most common retrofit techniques are covered in this document. This does not exclude the use of other techniques, which can be developed in each country, based on the strengthening principles of this document.
NOTE 3 Annex D gives flowcharts for the application of this document.
(2) Unless specifically stated, EN 1998-1-1 and EN 1998-5 apply.
(3) Reflecting the performance requirements of EN 1998-1-1:2024, 4.1, this document covers the seismic assessment and retrofitting of buildings and bridges made of the more commonly used structural materials: concrete, steel and composite, timber and masonry.
NOTE Annexes B and C contain additional guidance related to the assessment of timber and masonry structures, respectively, and to their retrofitting when necessary.
(4) This document is intended for the assessment of individual structures, to decide on the need for structural intervention and to design the retrofitting measures that may be necessary. It is not intended for the vulnerability assessment of populations or groups of structures in seismic risk evaluations for various purposes (e.g. for determining insurance risk, for setting risk mitigation priorities, etc.).
(5) This document provides (in its material-specific Clauses 8 to 11) criteria for the verification of the more common retrofitting techniques currently in use.
(6) This document gives specific rules for the assessment and retrofitting relevant to existing buildings and bridges of consequence classes CC1, CC2 and CC3, as defined in EN 1990:2023, 4.3.
(7) Although the provisions of this document are applicable to all common categories of buildings and bridges, the seismic assessment and retrofitting of monuments and heritage structures often requires different types of provisions and approaches, depending on the nature of the monuments and heritage structures.
1.2 Assumptions
(1) The assumptions of EN 1998-1-1 apply to this document.
(2) The provisions of this document assume that the data collection and tests are performed by experienced personnel and that the engineer responsible for the assessment, the possible design of the retrofitting and the execution of work has appropriate experience of the type of structures being upgraded or repaired.
(3) It is assumed that inspection procedures, checklists and other data-collection procedures will be documented and filed and referred to in the assessment/design documents.
Eurocode 8 - Auslegung von Bauwerken gegen Erdbeben - Teil 3: Beurteilung und Ertüchtigung von Gebäuden und Brücken
1.1 Anwendungsbereich von EN 1998 3
(1) Dieses Dokument gilt für die Beurteilung und Ertüchtigung von Gebäuden und Brücken in Erdbebengebieten, und zwar wie in a) bis c) angegeben:
a) um Kriterien für die Beurteilung des seismischen Verhaltens von bereits bestehenden einzelnen Gebäuden und Brücken bereitzustellen;
b) um die für die Auswahl der notwendigen Korrekturmaßnahmen zu befolgende Verfahrensweise zu beschreiben;
c) um Kriterien für die Planung von Ertüchtigungsmaßnahmen festzulegen (d. h. Planung, statische Berechnungen einschließlich der konstruktiven Eingriffe, endgültige Dimensionierung der tragenden Teile und ihrer Verbindungen zu vorhandenen tragenden Bauteilen).
ANMERKUNG 1 Für die Anwendung dieses Dokuments umfasst die Ertüchtigung sowohl die seismische Modernisierung (z. B. Verstärkung oder Hinzufügung eines passiven Systems) von unbeschädigten Bauwerken als auch die Sanierung und mögliche Modernisierung von durch Erdbeben beschädigten Bauwerken.
ANMERKUNG 2 In diesem Dokument werden nur die gebräuchlichsten Ertüchtigungsverfahren behandelt. Dadurch wird der Einsatz anderer Verfahren nicht ausgeschlossen, die in jedem Land basierend auf den in diesem Dokument dargelegten Stärkungsgrundsätzen entwickelt werden können.
ANMERKUNG 3 Anhang D enthält Ablaufdiagramme für die Anwendung dieses Dokuments.
(2) Sofern nicht ausdrücklich angegeben, gelten EN 1998 1 1 und EN 1998 5.
(3) Entsprechend den Leistungsanforderungen von EN 1998 1 1:2024, 4.1, deckt dieses Dokument die seismische Beurteilung und Ertüchtigung von Gebäuden und Brücken ab, die aus den am häufigsten verwendeten Baustoffen bestehen: Beton, Stahl und Verbundwerkstoffe, Holz und Mauerwerk.
ANMERKUNG Anhang B und Anhang C enthalten zusätzliche Hinweise bezüglich der Beurteilung von Holz- bzw. Mauerwerksbauten und, soweit notwendig, bezüglich deren Ertüchtigung.
(4) Dieses Dokument behandelt die Beurteilung einzelner Bauwerke, um zu entscheiden, ob die Notwendigkeit eines konstruktiven Eingriffs besteht, und um gegebenenfalls die notwendigen Ertüchtigungsmaßnahmen zu planen. Sie ist nicht gedacht für die Vulnerabilitätsbeurteilung von Gesamtheiten oder Gruppen von Bauwerken im Zuge der Ermittlung des seismischen Risikos für unterschiedliche Zwecke (z. B. zur Bestimmung des Versicherungsrisikos, zur Setzung von Prioritäten bei Risikominderungsmaßnahmen usw.).
(5) Dieses Dokument stellt (in ihren baustoffspezifischen Abschnitten Abschnitt 8 bis Abschnitt 11) Kriterien für den Nachweis der gängigsten unter den zurzeit angewendeten Ertüchtigungsverfahren zur Verfügung.
(6) Dieses Dokument enthält spezifische Regeln für die Beurteilung und Ertüchtigung, die für bestehende Gebäude und Brücken der Versagensfolgeklassen CC1, CC2 und CC3, wie in EN 1990:2023, 4.3 festgelegt, maßgebend sind.
(7) Obgleich die Vorgaben dieses Dokuments auf alle gängigen Kategorien von Gebäuden und Brücken anwendbar sind, erfordern die seismische Beurteilung und die Ertüchtigung von Denkmälern und zum kulturellen Erbe gehörenden Bauwerken häufig – je nach Art des Bauwerks - verschiedene Arten von Vorgaben und Ansätzen, die von der Beschaffenheit dieser Denkmäler und historischen Gebäude abhängen.
1.2 Voraussetzungen
(1) Für dieses Dokument gelten die Voraussetzungen von EN 1998 1 1.
(2) Die Vorgaben dieses Dokuments gehen von der Voraussetzung aus, dass die Datenerfassung und die Prüfungen von erfahrenem Personal durchgeführt werden und dass der für die Beurteilung, die mögliche Planung der Ertüchtigung und die Ausführung der Arbeiten verantwortliche Ingenieur über einschlägige Erfahrungen für den zu modernisierenden oder sanierenden Bauwerkstyp verfügt.
...
Eurocode 8 - Calcul des structures pour leur résistance au séisme - Partie 3: Évaluation et renforcement des bâtiments et des ponts
1.1 Domaine d'application de l'EN 1998-3
(1) Le présent document est applicable à l'évaluation et à la mise à niveau des bâtiments et ponts dans les régions sismiques, comme indiqué en a) à c) :
a) pour fournir des critères d'évaluation de la performance sismique des bâtiments et ponts existants considérés isolément ;
b) pour décrire le mode opératoire à suivre pour sélectionner les mesures correctives nécessaires ;
c) pour exposer les critères de dimensionnement pour la mise à niveau (c'est-à-dire calcul, analyse de la structure y compris les mesures à prendre, le dimensionnement final des éléments de structure et de leurs liaisons avec les éléments existants).
NOTE 1 Pour les besoins du présent document, la mise à niveau couvre l'amélioration du comportement sismique (par exemple, renforcement ou ajout d'un système passif) de structures endommagées, ainsi que la réparation et la mise à niveau éventuelle des structures endommagées par un séisme.
NOTE 2 Seules les techniques de mise à niveau les plus courantes sont couvertes dans le présent document. Cela n'exclut pas l'utilisation d'autres techniques, qui peuvent être développées dans chaque pays, sur la base des principes de renforcement du présent document.
NOTE 3 L'Annexe D fournit des diagrammes pour l'application du présent document.
(2) Sauf indication contraire, l'EN 1998-1-1 et l'EN 1998-5 s'appliquent.
(3) Le présent document, qui reflète les exigences de performance de l'EN 1998-1-1:2024, 4.1, traite de l'évaluation et de la mise à niveau sismiques des bâtiments et ponts constitués de matériaux de construction couramment utilisés : béton, acier et mixte, bois et maçonnerie.
NOTE Les Annexes B et C contiennent des recommandations supplémentaires relatives à l'évaluation des structures en bois et en maçonnerie, respectivement, et à leur mise à niveau, le cas échéant.
(4) Le présent document est destiné à l'évaluation de structures individuelles, afin de décider de la nécessité d'une intervention sur la structure et d'élaborer les mesures de mise à niveau pouvant se révéler nécessaires. Elle n'est toutefois pas destinée à l'évaluation de la vulnérabilité de populations ou de groupes de structures pour des évaluations du risque sismique dans le cadre d'objectifs variés (par exemple pour déterminer le risque en termes d'assurance, pour établir les priorités en termes de réduction du risque, etc.).
(5) Le présent document établit (dans ses Articles 8 à 11 spécifiques aux matériaux) des critères pour la vérification de mise à niveau utilisant les techniques actuellement les plus couramment utilisées.
(6) Le présent document donne des règles spécifiques pour l'évaluation et la mise à niveau des bâtiments et ponts existants des classes de conséquences CC1, CC2 et CC3, telles que définies dans l'EN 1990:2023, 4.3.
(7) Bien que les dispositions du présent document soient applicables à toutes les catégories courantes de bâtiments et de ponts, l'évaluation et la mise à niveau sismiques des monuments et des structures patrimoniales requièrent souvent des types de dispositions et d'approches différents, selon la nature des monuments et des structures patrimoniales.
1.2 Hypothèses
(1) Les hypothèses de l'EN 1998-1-1 s'appliquent au présent document.
(2) Les dispositions du présent document supposent que la collecte des données et les essais sont effectués par du personnel expérimenté et que l'ingénieur responsable de l'évaluation, du dimensionnement éventuel de la mise à niveau et de l'exécution des travaux, dispose d'une expérience appropriée relativement au type de structures faisant l'objet d'une amélioration ou d'une réparation.
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Evrokod 8 - Projektiranje potresnoodpornih konstrukcij - 3. del: Ocena in prenova stavb in mostov
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
oSIST prEN 1998-3:2023
01-december-2023
Nadomešča:
SIST EN 1998-3:2005
Evrokod 8 - Projektiranje potresnoodpornih konstrukcij – 3. del: Ocena in prenova
stavb in mostov
Eurocode 8 - Design of structures for earthquake resistance - Part 3: Assessment and
retrofitting of buildings and bridges
Eurocode 8 - Auslegung von Bauwerken gegen Erdbeben - Teil 3: Beurteilung und
Ertüchtigung von Gebäuden und Brücken
Eurocode 8 - Calcul des structures pour leur résistance au séisme - Part 3: Evaluation et
renforcement des bâtiments et des ponts
Ta slovenski standard je istoveten z: prEN 1998-3
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.120.25 Zaščita pred potresi in Seismic and vibration
vibracijami protection
oSIST prEN 1998-3:2023 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
oSIST prEN 1998-3:2023
oSIST prEN 1998-3:2023
DRAFT
EUROPEAN STANDARD
prEN 1998-3
NORME EUROPÉENNE
EUROPÄISCHE NORM
September 2023
ICS 91.120.25 Will supersede EN 1998-3:2005
English Version
Eurocode 8 - Design of structures for earthquake
resistance - Part 3: Assessment and retrofitting of
buildings and bridges
Eurocode 8 - Calcul des structures pour leur résistance Eurocode 8 - Auslegung von Bauwerken gegen
au séisme - Part 3: Evaluation et renforcement des Erdbeben - Teil 3: Beurteilung und Ertüchtigung von
bâtiments et des ponts Gebäuden und 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 1998-3:2023 E
worldwide for CEN national Members.
oSIST prEN 1998-3:2023
prEN 1998-3:2023 (E)
Contents Page
European foreword . 7
Introduction . 8
0.1 Introduction to the Eurocodes . 8
0.2 Introduction to EN 1998 (all parts) . 8
0.3 Introduction to prEN 1998-3 . 9
0.4 Verbal forms used in the Eurocodes . 10
0.5 National annex for prEN 1998-3 . 10
1 Scope . 12
1.1 Scope of prEN 1998-3 . 12
1.2 Assumptions . 12
2 Normative references . 13
3 Terms, definitions and symbols . 13
3.1 Terms and definitions . 13
3.2 Symbols and abbreviations . 14
3.2.1 Symbols . 14
3.2.2 Abbreviations . 28
3.3 S.I. Units . 29
4 Basis of design . 30
4.1 Performance requirements . 30
4.2 Compliance criteria for existing structures . 30
4.2.1 Specificity of existing structures . 30
4.2.2 Verification rules . 31
4.2.3 Verification of Limit States . 32
4.3 General procedure for the assessment and retrofitting design . 33
4.3.1 Seismic assessment in the current state . 33
4.3.2 Design of retrofitting . 34
5 Information for structural assessment . 34
5.1 General information and history . 34
5.2 Required input data . 35
5.3 Knowledge levels: Definitions . 35
5.4 Knowledge levels: identification . 36
5.4.1 Geometry . 36
5.4.2 Preliminary analysis . 37
5.4.3 Construction details . 37
5.4.4 Materials . 38
5.5 Representative values of material properties. 38
6 Modelling, structural analysis and verification . 40
6.1 General. 40
6.2 Modelling . 40
6.3 Analysis: Force-based approach . 41
6.3.1 Reduced spectrum for the force-based approach . 41
6.4 Analysis: Displacement-based approach . 42
6.4.1 Linear elastic analysis . 42
6.4.2 Non-linear static analysis. 42
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6.4.3 Non-linear response-history analysis . 43
6.5 Safety verifications . 43
6.5.1 General . 43
6.5.2 Verifications to Near Collapse limit state . 43
6.5.3 Verifications to additional limit states . 44
7 Design of structural intervention . 45
7.1 Criteria for a structural intervention . 45
7.1.1 General . 45
7.1.2 General technical criteria . 45
7.1.3 Types of intervention . 46
7.1.4 Ancillary elements . 46
7.1.5 Justification of the selected intervention type . 47
7.2 Retrofit design procedure . 47
8 Specific rules for reinforced concrete structures . 47
8.1 Scope . 47
8.2 Identification of geometry, details and materials . 48
8.2.1 General . 48
8.2.2 Geometry . 48
8.2.3 Details . 48
8.2.4 Materials . 49
8.3 Structural modelling . 51
8.4 Resistance models for assessment . 52
8.4.1 Introduction . 52
8.4.2 Beams, columns and walls under flexure with or without axial force . 52
8.4.3 Beams, columns and walls: verification of shear in critical zones . 59
8.4.4 Beam-column joints . 59
8.5 Verification of limit states . 59
8.5.1 Beams, columns and walls under flexure with and without axial force . 59
8.5.2 Beams, columns and walls: shear . 60
8.5.3 Beam-column joints . 61
8.6 Resistance models for retrofitting . 62
8.6.1 General . 62
8.6.2 Concrete jacketing . 63
8.6.3 Steel jacketing . 64
8.6.4 FRP plating and wrapping . 65
9 Specific rules for steel and composite structures . 70
9.1 Scope . 70
9.2 Identification of geometry, details and materials . 70
9.2.1 General . 70
9.2.2 Geometry . 71
9.2.3 Details . 71
9.2.4 Materials . 72
9.3 Structural modelling . 77
9.4 Resistance models for assessment . 80
9.4.1 General . 80
9.4.2 Beams and columns under flexure with or without axial load . 81
9.4.3 Steel bracings . 91
9.4.4 Links in frames with eccentric bracings . 91
9.4.5 Buckling restrained bracings . 91
9.4.6 Steel column and beam splices . 91
9.4.7 Beam-to-column web panel joint . 92
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9.4.8 Bracing-end connections . 93
9.5 Verification of limit states . 94
9.5.1 General. 94
9.5.2 Beams and columns under flexure with or without axial load . 95
9.5.3 Bracings . 97
9.5.4 Links in frames with eccentric bracings . 97
9.5.5 Steel column and beam splices . 98
9.5.6 Beam-to-column web panel joint . 98
9.5.7 Bracing-end connections . 99
9.6 Resistance models for retrofitting . 99
9.6.1 General. 99
9.6.2 Weld retrofits . 99
9.6.3 Retrofitting with stiffener or doubler plates . 100
9.6.4 Beam-to-column joint retrofitting with haunched stiffeners . 101
9.6.5 Retrofitting with encased composite columns . 101
9.6.6 Retrofitting riveted or bolted connections and joints . 101
10 Specific rules for timber buildings . 102
10.1 Scope . 102
10.2 Identification of geometry, details and materials . 102
10.2.1 General. 102
10.2.2 Geometry . 103
10.2.3 Details . 103
10.2.4 Materials . 103
10.3 Classification of timber structural members . 106
10.3.1 Timber diaphragms . 106
10.3.2 Timber frames . 108
10.4 Structural modelling . 110
10.4.1 General. 110
10.4.2 Diaphragms . 110
10.4.3 Frames . 112
10.5 Structural analysis . 112
10.5.1 General. 112
10.5.2 Local analysis of diaphragms with a force-based approach . 112
10.6 Resistance models for assessment . 114
10.6.1 General. 114
10.6.2 Timber diaphragms . 114
10.6.3 Carpentry connections . 114
10.6.4 Dowel-type fastener connections. 118
10.7 Verification to limit states . 118
10.7.1 Timber diaphragms . 118
10.7.2 Timber frames . 119
10.7.3 Carpentry connections . 119
10.7.4 Dowel-type connections . 119
10.8 Resistance models for retrofitting . 119
10.8.1 Material design resistance. 119
10.8.2 Diaphragms . 120
10.8.3 Timber frames . 123
10.8.4 Carpentry connections . 125
10.8.5 Dowel-type connections . 126
11 Specific rules for masonry buildings . 127
11.1 Scope . 127
11.2 Identification of geometry, construction details and materials . 127
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11.2.1 General . 127
11.2.2 Geometry . 127
11.2.3 Construction details . 128
11.2.4 Materials . 128
11.3 Structural modelling and analysis . 130
11.3.1 General . 130
11.3.2 Modelling and analysis of global in-plane response of masonry walls . 132
11.3.3 Modelling and analysis of partial out-of-plane mechanisms and limit analysis. 135
11.3.4 Modelling of in-plane response of masonry infills in framed buildings . 139
11.4 Resistance models for assessment . 141
11.4.1 Resistance models for in-plane loaded masonry members . 141
11.4.2 Resistance models for the assessment of partial out-of-plane mechanisms . 151
11.5 Verification of limit states . 152
11.5.1 Verification of global in-plane response of masonry walls . 152
11.5.2 Verification of partial out-of-plane mechanisms . 159
11.6 Analysis and resistance models for retrofitting . 164
11.6.1 General . 164
11.6.2 Structural modelling of strengthened buildings . 165
11.6.3 Resistance models for strengthened masonry members . 166
12 Specific rules for bridges . 166
12.1 Scope . 166
12.2 Performance requirements . 166
12.3 Compliance criteria. 167
12.3.1 Distinction between “ductile” and “brittle” mechanisms . 167
12.3.2 Distinction between primary and secondary seismic members . 167
12.4 Information for structural assessment . 167
12.4.1 General . 167
12.4.2 Procedure of investigations . 167
12.4.3 Assessment of Knowledge Level . 169
12.5 Assessment procedures. 169
12.5.1 General . 169
12.5.2 Bridges where inertial seismic action is dominant . 169
12.5.3 Backfilled bridges where kinematic seismic action is dominant. . 170
12.6 Design of structural interventions . 170
12.6.1 Intervention on piers . 171
12.6.2 Intervention to foundations . 171
12.6.3 Intervention on abutments and retaining structures . 171
12.6.4 Intervention to bearings . 172
12.6.5 Intervention to deck . 172
Annex A (informative) Preliminary analysis . 173
A.1 Use of this annex . 173
A.2 Scope and field of application . 173
A.3 Reinforced concrete structures . 173
A.4 Masonry structures . 175
Annex B (informative) Supplementary information for concrete structures . 177
B.1 Use of this informative annex. 177
B.2 Scope and field of application . 177
B.3 Prediction of ultimate chord rotation at the end of a column with continuous or lap-
spliced smooth (plain) bars, section consisting of rectangular parts and/or FRP . 177
Annex C (informative) Supplementary information for timber structures . 180
C.1 Use of this annex . 180
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C.2 Scope and field of application . 180
Annex D (informative) Supplementary information for masonry buildings . 183
D.1 Use of this annex . 183
D.2 Scope and field of application . 183
D.3 Classification of masonry types not conforming to EN 1996-1-1 and reference values
for the material properties . 183
D.4 Reference values for the equivalent in-plane stiffness of horizontal diaphragms of
different types . 187
D.5 Drift capacity of masonry members in the case of hybrid failure modes . 188
D.6 Reference values for the material properties of strengthened masonry types . 189
D.7 Repair and retrofitting techniques . 190
D.7.1 Repair of cracks . 190
D.7.2 Repair and retrofitting of wall intersections . 191
D.7.3 Strengthening and stiffening of horizontal diaphragms . 191
D.7.4 Tie beams . 191
D.7.5 Retrofitting of buildings by means of steel ties . 191
D.7.6 Retrofitting of rubble core masonry walls (multi-leaf walls) . 192
D.7.7 Retrofitting of walls by means of reinforced concrete jackets or steel profiles . 192
D.7.8 Retrofitting of walls by means of polymer grids jackets . 192
D.8 Floor spectral accelerations for masonry buildings . 192
Annex E (informative) Flowcharts for the application of this standard . 194
E.1 Use of this annex . 194
Bibliography . 199
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European foreword
This document (prEN 1998-3:2023) 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 is currently submitted to the CEN Enquiry.
This document will supersede EN 1998-3:2005.
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.
oSIST prEN 1998-3:2023
prEN 1998-3:2023 (E)
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 (all parts)
EN 1998 (all parts) 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 should 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 EN 1990:2023, 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, namely
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 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.
oSIST prEN 1998-3:2023
prEN 1998-3:2023 (E)
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 non-linear regime. Such uncertainties are taken into account
according to the general framework of EN 1990, with a residual risk of underestimation of their effects.
EN 1998 is subdivided in various parts:
EN 1998-1-1, Eurocode 8 — Design of structures for earthquake resistance – Part 1-1: General rules and
seismic action
EN 1998-1-2, Eurocode 8 — Design of structures for earthquake resistance – Part 1-2: Buildings;
EN 1998-2, Eurocode 8 — Design of structures for earthquake resistance – Part 2: Bridges;
EN 1998-3, Eurocode 8 — Design of structures for earthquake resistance – Part 3: Assessment and
retrofitting of buildings and bridges:
EN 1998-4, Eurocode 8 — Design of structures for earthquake resistance – Part 4: Silos, tanks and
pipelines, towers, masts and chimneys
EN 1998-5, Eurocode 8 — Design of structures for earthquake resistance – Part 5: Geotechnical aspects,
foundations, retaining and underground structures
0.3 Introduction to prEN 1998-3
prEN 1998-3 was developed because:
— For many existing structures, seismic resistance was not considered during the original construction,
whereas non-seismic actions were catered for, at least by means of traditional construction rules;
— Seismic risk evaluations in accordance with present knowledge may indicate the need for retrofitting
campaigns;
— Damage caused by earthquakes may create the need for major repairs, associated with large costs.
Seismic risk mitigation policies may differentiate between “active” and “passive” seismic assessment and
retrofitting programmes.
— “Active” programmes may require owners of certain categories of structures to meet specific
deadlines for the completion of the seismic assessment and – depending on its outcome – of the
retrofitting. The categories of structures selected to be targeted may depend on the associated seismic
risk, which depends on hazard, site conditions and vulnerability, and/or on the consequence class
and occupancy, or, finally on the perceived vulnerability of the structure (as influenced by type of
material and construction, size, age of the structure and contemporary design code, etc.);
— “Passive” programmes associate seismic assessment – possibly leading to retrofitting – with other
events or activities related to the use of the structure and its continuity, such as a change in use that
increases occupancy or consequence class, remodelling above certain limits (as a percentage of the
area or of the total value of the structure), repair of damage after an earthquake, etc.
Therefore, this standard only provides technical clauses. The choice to apply it to a certain type of
structure depends on the choice of the Authority concerned or the Project Owner, depending on the risk
mitigation approach considered.
The choice of the Limit States to be verified, as well as the return periods of the seismic action ascribed
to the various Limit States, may depend on the adopted programme for assessment and retrofitting. The
relevant requirements may depend on the cost of the retrofitting works to be undertaken, in relation with
the final accepted risks. In “passive” programmes triggered by remodelling, the relevant requirements
may gradate with the extent and cost of the remodelling work undertaken.
oSIST prEN 1998-3:2023
prEN 1998-3:2023 (E)
Unlike new structures, where the mechanical and physical properties of the materials can be prescribed
at the time of the project, existing structures can only be partially known, depending on the
reconnaissance carried out and the methods of investigation applied. Therefore, the assumed properties
for the analysis of these structures are tainted by uncertainties, all the more important as the knowledge
resulting from the survey is limited. The conclusions of the assessment, and of the eventual retrofitting
design, consequently suffer from inherent uncertainty and there remains a low probability of failure, even
when the provisions of this standard have been met.
This standard addresses only the structural aspects of seismic assessment and retrofitting, which may
correspond to a single component of a broader strategy for seismic risk mitigation. The conditions under
which seismic assessment of individual buildings or bridges – possibly leading to retrofitting – may be
required are beyond the scope of this standard. This standard will apply once the requirement to assess
a particular structure has been established, in the situation where this structure is dynamically
independent of the neighbouring ones. This standard may be applied also when the structure is
connected to other structures not explicitly modelled, provided that the structural interaction may be
neglected, or it is considered in the model through equivalent constraints and/or
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