EN 1998-3:2025/prA1

SLOVENSKI STANDARD
01-julij-2026
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 - Partie 3 : Évaluation
et renforcement des bâtiments et des ponts
Ta slovenski standard je istoveten z: EN 1998-3:2025/prA1
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.120.25 Zaščita pred potresi in Seismic and vibration
vibracijami protection
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

DRAFT
EUROPEAN STANDARD
EN 1998-3:2025
NORME EUROPÉENNE
EUROPÄISCHE NORM
prA1
June 2026
ICS 91.010.30; 91.120.25
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 - Partie 3 : Évaluation et renforcement des Erdbeben - Teil 3: Beurteilung und Ertüchtigung von
bâtiments et des ponts Gebäuden und Brücken
This draft amendment is submitted to CEN members for enquiry. It has been drawn up by the Technical Committee CEN/TC 250.

This draft amendment A1, if approved, will modify the European Standard EN 1998-3:2025. If this draft becomes an amendment,
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for inclusion of
this amendment into the relevant national standard without any alteration.

This draft amendment 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
© 2026 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1998-3:2025/prA1:2026 E
worldwide for CEN national Members.

Contents Page
European foreword . 3
1 Modifications throughout the whole document . 4
2 Modification to the European foreword . 4
3 Modifications to the Introduction . 4
4 Modification to Clause 1, “Scope” . 4
5 Modifications to Clause 2, “Normative references” . 4
6 Modifications to Clause 3, “Terms, definitions and symbols” . 4
7 Modifications to Clause 4, “Basis of design” . 5
8 Modifications to Clause 5, “Information for structural assessment” . 5
9 Modifications to Clause 6, “Modelling, structural analysis and verification” . 5
10 Modification to Clause 7, “Design of structural intervention” . 5
11 Modifications to Clause 8, “Specific rules for reinforced concrete structures” . 6
12 Modifications to Clause 9, “Specific rules for steel and composite structures” . 10
13 Modifications to Clause 11, “Specific rules for masonry buildings” . 14
14 Modifications to Clause 12, “Specific rules for bridges”. 14
15 Modifications to Annex A, “Preliminary analysis” . 15
16 Modification to Annex C, “Supplementary information for masonry buildings” . 16
17 Modification to the Bibliography . 16
European foreword
This document (EN 1998-3:2025/prA1:2026) 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 amend EN 1998-3:2025.
The following main changes to EN 1998-3:2025 are included in the amendment:
— clarification of terms, symbols and definitions for consistency in this document and with other
Eurocode 8 parts;
— improvements and clarifications on resistance criteria for different materials;
— amendment to the floor spectral acceleration determination.
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.
1 Modifications throughout the whole document
Replace “EN 1990:2023” with “EN 1990-1:2023+A1:2026”
Replace “EN 1998-1-2:—” with “EN 1998-1-2:2026”
Replace “direct testing” with “actual testing”
Replace “primary structural” with “primary seismic”
Replace “secondary structural” with “secondary seismic”
Replace “primary members” with “primary seismic members”
Replace “secondary members” with “secondary seismic members”
Replace “non-linear static pushover analysis” with “non-linear static analysis”
Replace “180°” with “180 degrees”
Replace “90°” with “90 degrees”
2 Modification to the European foreword
Replace “with respect to EN 1998-5:2025” with “with respect to EN 1998-3:2025”
3 Modifications to the Introduction
0.2 Replace “as defined in EN 1990” with “as defined in EN 1990 (all parts)”
0.3 Replace “consequently suffer from inherent uncertainty and there remains a low probability of
failure” with “suffer from inherent uncertainty. Therefore, a low probability of failure remains”
0.5 Add “8.5.3.1(7) – 2 choices” to the list allowed national choices
4 Modification to Clause 1, “Scope”
1.1(1) Note 2 Replace “strengthening” with “retrofitting”
5 Modifications to Clause 2, “Normative references”
Replace “EN 1990, Eurocode — Basis of structural and geotechnical design” with “EN 1990-1, Eurocode —
Basis of structural and geotechnical design — Part 1: New structures”
Add “EN 1990-2, Eurocode — Basis of structural and geotechnical design — Part 2: Assessment of existing
structures”
Delete footnote “ Under preparation. Stage at the time of publication: FprEN 1998-1-2:2025.”
6 Modifications to Clause 3, “Terms, definitions and symbols”
3.1 Replace “given in EN 1990” with “given in EN 1990 (all parts)”
3.1.7 Delete “(see 12.4)”
3.2 Replace “given in EN 1990” with “given in EN 1990 (all parts)”
3.2.1.2 Remove the italic from the subscript in “ε ”
cu,c
3.2.1.2 Delete the symbol and definition “l Length of the smooth starter bar connecting the column to
b,0
the foundation”
3.2.1.2 Delete the symbol and definition “l Lap length of vertical bars at the base of a column in storey
o,i
i”
3.2.1.2 Delete the symbol and definition “ξ Ratio of the neutral axis depth to the effective depth d, at
u
ultimate condition”
3.2.1.3 Replace “y-y” with “z-z” in the definition of W
el,z
3.2.1.3 Replace “beam” with “beam or column” in the definition of i
z
3.2.1.5 Replace “N Number of direct tests” with “n Number of direct tests” in the lower case Latin
symbols list
7 Modifications to Clause 4, “Basis of design”
4.1(3) Note 1 Replace “Since existing structures in general do not possess the adequate ductility ensured
in new ones by means of capacity design and detailing” with “Since existing structures designed to older
codes do not possess the adequate ductility ensured in new ones by means of detailing”
4.2.1(1) Note Replace “Repairing and retrofitting or upgrading” with “Retrofitting”
4.2.2(3) Replace “In bridges, a certain number of the secondary seismic members may be designated as
“sacrificial”.” with “In bridges, a certain number of the secondary seismic members may be designated as
sacrificial, as defined in EN 1998-2:2025, 3.1.12.”
8 Modifications to Clause 5, “Information for structural assessment”
5.2(1)a) Note Replace “as specified” with “if specified”
5.4.1(5)a) Replace “through the intersection with basic axes of the structural system (i.e. a pair of
perpendicular axes passing through the mass centre of the floor)” with “by a grid of lines associated with
the structural system and parallel to the two principal directions, as defined in EN 1998-1-2:2026,
4.4.1(5)”
5.4.1(5)a) Note Replace “into four parts (the four quadrants of the orthogonal axes system); for complex
floor shapes” with “into four basic units (the four quadrants determined by the principal axes); for non-
rectangular floor shapes,”
5.4.1(5)b) Replace “large walls, extending over more basic axes, wall segments may be further subdivided
into smaller units determined through the intersection with basic axes” with “large walls, wall segments
may be further subdivided into smaller units, delimited by segments in two or more directions”
5.4.4(1) Replace six instances of “in situ testing” with “in situ and/or laboratory testing”
9 Modifications to Clause 6, “Modelling, structural analysis and verification”
6.4.2(3) Replace “masonry buildings with stiff diaphragms (see 11.3.2.2) or when the modal participating
mass ratio of the predominant mode of vibration in the considered direction is lower than 70 %” with
“masonry buildings without rigid diaphragms (see 11.3.2.2) or having a modal participating mass ratio
of the predominant mode of vibration in the considered direction lower than 70 %”
6.4.2(5) Note Replace “does not correspond” with “is possibly not corresponding”
6.5.2.3(3) Replace “for the overstrength factor” with “by the overstrength factor”
10 Modification to Clause 7, “Design of structural intervention”
7.1.3(1)e) Delete “possible ”
11 Modifications to Clause 8, “Specific rules for reinforced concrete structures”
8.2.2(1) Replace c) and d) to read as follows:
“c) identification of the floor system and its geometric characteristics;
d) depth and width of beams, columns and walls;”
8.2.3(2) Replace “taking l equal” with “taking l equal”
0 o
Table 8.1, 3rd row, 1st column Replace “Design specifications” with “Design documents”
8.2.4.3(6) Replace the whole paragraph to read as follows:
“(6) When it is not possible due to practical constraints or safety reasons to replace the bars, non-
destructive (hardness) tests may be performed instead.
NOTE Non-destructive (hardness) tests can always be used to identify where each grade has been used, in the
case of the presence of different steel grades according to (4).”
8.3(1)b) Delete “For preliminary analysis the stiffness of a member may be taken as specified in Annex A.”
and add a note 4 to read as follows:
“NOTE 4 For preliminary analysis, the stiffness of a member can be assumed as specified in Annex A.”
8.4.1(3)b) Replace the list item to read as follows:
“b) anchoring and laps of ribbed and indented bars are justified by complying to one of i) to iii):
i) compliance with EN 1992-1-1:2023, 11.4 and 11.5;
ii) length of anchoring or lap is not lower than l , given by Formula (8.2);
ou,min
iii) yield stress in the bars is limited according to Formula (8.3);”
Replace Figure 8.3 with the following figure:
“
Key
A Straight lengths of plain bars between end section(s) and hook(s) at beam top
B Straight lengths of plain bars between end section(s) and hook(s) at beam bottom
C Steel stress in column’s starter bar at connection of lowermost storey’s column to foundation element
D Base section of column at lowermost storey, with plain bars lap-spliced at floor level
E Plain bars continuous across top section of intermediate storey column
F Column top section top storey
Figure 8.3 — Examples of embedment depth of smooth bars with hooked ends beyond the
member’s length and of anchorage or lap-splice length within the member
”
8.4.2.4.2(3) Replace “vertical” with “longitudinal”
Formula (8.11) Replace the formula and definition of variables to read as follows:

 
l l
b o

 
“ f=min ff;++min 1;;ff min 1; f (8.11)
eff y o,,b y o b0 y

ll
oy,,min oy min
 

where
f is the maximum tensile stress of the bar which can be transferred by the hook,
o,b
according to Formula (8.7), on the side with the lap-spliced bar;
f is the maximum tensile stress of the bar which can be transferred by the hook,
o,b0
according to Formula (8.7), on the other side.
”
8.4.2.4.2(5) Replace the whole paragraph to read as follows:
“(5) For straight end(s) of the bar(s) on the lap-splice or the anchorage side of the section, f or f ,
o,b o,b0
respectively, should be taken equal to zero in Formula (8.11).”
Formula (8.13) Replace the formula and definition of variables to read as follows:

   
ϕ ff
y,eff ob, ob, 0
   
“θ min l ;;l 1+ H l−+l min l l 1+ H l− l
( ) ( ) ( ) ( )
y,slip b oy,,min oy min b o oy,min oy,min o

   
2 ff
eff eff
   

(8.1
...