EN 1990:2023/FprA1

SLOVENSKI STANDARD
SIST EN 1990:2023/oprA1:2024
01-junij-2024
Evrokod - Osnove projektiranja konstrukcij in geotehničnega projektiranja - 1. del:
Nove konstrukcije
Eurocode - Basis of structural and geotechnical design - Part 1: New structures
Eurocode - Grundlagen der Planung von Tragwerken und geotechnischen Bauwerken -
Teil 1: Neubauten
Eurocode - Bases des calculs structuraux et géotechniques - Partie 1 : Structures
neuves
Ta slovenski standard je istoveten z: EN 1990:2023/prA1
ICS:
91.010.30 Tehnični vidiki Technical aspects
SIST EN 1990:2023/oprA1:2024 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

SIST EN 1990:2023/oprA1:2024
SIST EN 1990:2023/oprA1:2024
DRAFT
EUROPEAN STANDARD
EN 1990:2023
NORME EUROPÉENNE
EUROPÄISCHE NORM
prA1
March 2024
ICS 91.010.30
English Version
Eurocode - Basis of structural and geotechnical design -
Part 1: New structures
Eurocode - Bases de calcul des structures et Eurocode - Grundlagen der Planung von Tragwerken
géotechniques - Partie 1 : Nouveaux structures und geotechnischen Bauwerken - Teil 1: Neubauten
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 1990:2023. 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
© 2024 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1990:2023/prA1:2024 E
worldwide for CEN national Members.

SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
Contents Page
European foreword . 3
1 Modification to the title . 4
2 Modifications to the Introduction . 4
3 Modifications to 1.1, Scope of prEN 1990-1 . 5
4 Modifications to 1.2, Assumptions . 6
5 Modifications to 3.1, Terms and definitions . 6
6 Modifications to 3.2, Symbols and abbreviations .11
7 Modifications to 6.1.2.1, General .12
8 Modifications to 6.2, Material and product properties .12
9 Modifications to 8.3.3.8, Partial factors .12
10 Modifications to A.1.2, Scope and field of application .12
11 Modifications to A.1.6.2, Serviceability limit states (SLS) .13
12 Modifications to A.1.7, Partial factors for ultimate limit states (ULS) .14
13 Modifications to A.2.2, Scope and field of application .14
14 Modifications to A.2.7.1, Ultimate limit states (ULS) .14
15 Modifications to A.2.7.2, Serviceability limit states (SLS) .14
16 Modifications to A.2.7.6.3, Combinations of wind and traffic .14
17 Modifications to A.2.8, Partial factors for ultimate limit states (ULS) .15
18 Modifications to A.2.9.4.2.2, Deck twist .15
19 Modifications to A.2.9.4.2.3, Vertical deformation of the deck .15
20 Modifications to A.2.9.4.2.4, Transverse deformation and vibration of the deck .15
21 Modifications to A.2.9.4.3.2, Vertical deflection .15
22 Addition of new Clauses A.3, A.4, A.5 and A.6 in Annex A, Application rules .15
A.3 Application for towers, masts and chimneys .15
A.4 Application for silos and tanks .23
A.5 Application for structures supporting cranes or other machines .32
A.6 Application for coastal structures .40
23 Modifications to B.1, Use of this annex .48
24 Modifications to C.3.4.1, General .48
25 Modifications to C.3.4.2, Criterion for reliability-based design and assessment .48
26 Modifications to C.4.5, Combination of variable actions .49
27 Modifications to G.7.4.3, Design movement due to permanent effects .49
28 Modifications to the Bibliography .49
Bibliography .50
SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
European foreword
This document (prEN 1990-1:2024) 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 an amendment to EN 1990:2023 and is currently submitted to the Enquiry.
The following main changes to EN 1990:2023 is included in the amendment:
— inclusion of application rules for:
— towers, masts and chimneys (Clause A.3);
— silos and tanks (Clause A.4);
— structures supporting cranes or other machines (Clause A.5);
— coastal structures (Clause A.6);
— inclusion of combination factors for new categories for imposed loads.
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 recognise 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 An-
nexes.
SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
1 Modification to the title
Replace “Eurocode — Basis of structural and geotechnical design” with “Eurocode — Basis of structural
and geotechnical design — Part 1: New structures”.
2 Modifications to the Introduction
Replace subclause 0.2 with:
“0.2 Introduction to EN 1990
This document gives the principles and requirements for safety, serviceability, robustness, and durability
of new structures and existing structures that are common to all Eurocodes parts and are to be applied
when using them.
EN 1990 is subdivided in various parts:
EN 1990-1 Eurocode — Basis of structural and geotechnical design — Part 1: New structures;
EN 1990-2 Eurocode — Basis of structural and geotechnical design — Part 2: Assessment of existing
structures.”
Add a new subclause 0.3, then have the following subclauses automatically renumbered:
“0.3 Introduction to EN 1990-1
This document gives the principles and requirements for safety, serviceability, robustness, and durability
of new structures that are common to all Eurocodes parts and are to be applied when using them. This
part can also be applied for existing structures, with the additional provisions given in prEN 1990-2.”
In the new subclause 0.5, replace EN 1990 with EN 1990-1.
In the new subclause 0.5, replace the list “National choice is allowed in EN 1990-1 through notes to the
following” with the following:
4.1(4) 4.2(4) 4.3(1) 4.4(2)
4.7(1) 6.1.3.2(4) – 3 choices 6.1.3.2(6) 7.1.5(7)
8.3.2.1(4) 8.3.3.1(5) 8.3.3.6(1) 8.3.4.2(2) – 2 choices
A.1.3(1) A.1.4(1) A.1.6.1(1) – 3 choices A.1.6.3(1)
A.1.7(1) – 2 choices A.1.8.1(1) A.1.8.2.2(2) A.1.8.2.3(2)
A.1.8.3(1) A.1.8.3(3) A.1.8.3(4) A.1.8.4(2)
A.1.8.4(4) – 3 choices A.2.3(1) A.2.4(1) A.2.7.1(1) – 3 choices
A.2.7.3.6(1) A.2.7.4.1(1) – 2 choices A.2.7.4.3(1) A.2.7.4.5(1)
A.2.7.4.6(1) – 2 choices A.2.7.5.1(1) A.2.7.5.3(1) A.2.7.5.4(1) – 2 choices
A.2.7.6.1(1) A.2.7.6.4(1) A.2.7.10(5) – 2 choices A.2.7.10(9)
A.2.8(1) – 3 choices A.2.9.1(1) A.2.9.3.1(5) A.2.9.3.3(1)
A.2.9.3.3(3) A.2.9.3.3(4) A.2.9.4.1(1) – 2 choices A.2.9.4.2.1(3)
A.2.9.4.2.2(4) A.2.9.4.2.2(5) A.2.9.4.2.3(1) A.2.9.4.2.3(2)
A.2.9.4.2.4(2) – 2 choices A.2.9.4.2.4(4) A.2.9.5(1) A.2.10(1)
A.2.11.1(9) A.2.11.4.5(3) A.2.11.4.7(1) A.3.2(1)
SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
A.3.3(1) A.3.5.1(1) – 4 choices A.3.5.3(1) A.3.6(1) – 2 choices
A.3.7.1(3) A.3.7.4(3) A.4.2.1(1) A.4.2.1(2)
A.4.2.2(1) A.4.2.2(2) A.4.3.1(1) A.4.3.1(3)
A.4.3.2(1) A.4.5.1.1(1) – 2 choices A.4.5.3(1) A.4.5.3(2)
A.4.6(3) – 2 choices A.4.6(4) A.5.3(2) A.5.4(1)
A.5.5.3(6) A.5.6.2(1) A.5.6.2(2) A.5.6.4(1)
A.5.7.1(1) A.5.7.1(6) A.5.8(2) A.6.3(1)
A.6.4(1) A.6.6.1(1) – 3 choices A.6.6.3(1) A.6.7(1) – 2 choices
B.2(1) B.4(2) B.5(1) B.6(1)
B.6(2) B.7(1) B.8(1) C.3.1(5)
C.3.4.2(3) D.4.1(1) E.4(4) G.2(1)
G.3.1(6) G.3.3.2(1) G.3.3.2(2) G.3.4(2)
G.3.4(3) G.6(2) G.7.1.2(2) G.7.1.3(2)
G.7.3.2(2) G.7.4.2(1) G.7.5.1(1) G.7.5.2(1) – 2 choices
3 Modifications to 1.1, Scope of prEN 1990-1
In the title of the Clause, replace EN 1990 with prEN 1990-1.
Add a new paragraph (2), then have the following subclauses automatically renumbered:
“(2) This document is also applicable for existing structures, with the additional provisions given in
prEN 1990-2.”
Replace the new paragraph (3) and (4) with:
“(3) This document is intended to be used in conjunction with the other Eurocodes for buildings and civil
engineering works, including temporary structures.
(4) This document describes the basis for structural and geotechnical verification according to the limit
state principle.”
Delete the old paragraph (5):
“(5) This document is also applicable for:
— structural assessment of existing structures;
— developing the design of repairs, improvements and alterations;
— assessing changes of use.
NOTE Additional or amended provisions can be necessary.”
Replace the paragraph (6) with:
“(6) This document is also applicable for structures where materials or actions outside the scope of EN
1991 (all parts) to EN 1999 (all parts) are involved.
NOTE In this case, additional or amended provisions can be necessary.”
SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
4 Modifications to 1.2, Assumptions
Replace subclause 1.2 with:
“(1) It is assumed that reasonable skill and care appropriate to the circumstances is exercised in the
design of new structure and assessment of existing structures, based on the knowledge and good practice
generally available at the time the structure is designed.
(2) It is assumed that the design and assessment of the structure is made by appropriately qualified and
experienced personnel.
(3) The design rules provided in the Eurocodes assume that:
— execution will be carried out by personnel having appropriate skill and experience;
— adequate control and supervision will be provided during design, assessment and execution of the
works, whether in factories, plants, or on site;
— construction materials and products for new structures or new structural members will be used in
accordance with the Eurocodes, in the relevant product and execution standards, and project
specifications;
— the structure will be adequately maintained;
— the structure will be used in accordance with the assumptions.
NOTE Guidance on management measures to satisfy the assumptions for design, assessment and verification
and execution is given in Annex B.”
5 Modifications to 3.1, Terms and definitions
Add the following new term 3.1.1.4, then have the former term 3.1.1.4 and the following terms automatically
renumbered:
“3.1.1.4
existing structure
any structure that physically (materially) exists”
Add the following new term 3.1.1.8, then have the former term 3.1.1.8 and the following terms automatically
renumbered:
“3.1.1.8
coastal structure
structure located in the coastal zone, opposing wave attacks or protecting against erosion, exposed to
actions arising from environmental sea conditions, specifically waves, water-levels and currents and
where those actions are likely to be the dominant action(s) affecting the load case of the structure
EXAMPLE Examples of coastal structures are:
— cylindrical structures, fixed decks, fluid conduits, e.g. slender structures such as single piles, pile arrays,
inclined or horizontal structural members, sea outfalls;
— mound breakwaters, e.g. rubble mound breakwaters armoured with one or more layers of rock or concrete
units;
— vertical faced breakwaters, e.g. caisson type breakwaters either surrounded by water or protecting land
(reclaimed or not);
SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
— composite breakwaters, e.g. combined rubble mound and vertical breakwaters;
— coastal embankments, e.g. sloping revetments protecting land, armoured with one or more layers of rock,
concrete units or blocks;
— floating structures, such as pontoons, access platforms, moored barges.
Note 1 to entry: Port structures (piers, jetties, quaywalls, marine terminals, etc.) in sheltered marine areas are not
considered as coastal structures. Port structures where wave or current actions are dominant actions are
considered as coastal structures.”
Replace the title of subclause 3.1.2 with:
“3.1.2 Terms relating to design and assessment”
Replace the term 3.1.2.2 with:
“3.1.2.2
design situation
physical conditions expected to occur during a certain time period for which it is to be demonstrated,
with sufficient reliability, that relevant limit states are not exceeded
Note 1 to entry: Design situations can also apply to situations for assessment of existing structures.”
Replace the term 3.1.2.24 with:
“3.1.2.24
structural reliability
ability of a structure or a structural member to fulfil the specified requirements during the service life for
which it has been designed
Note 1 to entry: Reliability covers safety, serviceability and durability of a structure.
Note 2 to entry: For existing structures the ability to fulfil the requirements during the remaining service life will
be relevant.”
Add the following new terms 3.1.2.25 and 3.1.2.26, then have the former terms 3.1.2.25 and 3.1.2.26 and the
following terms automatically renumbered:
“3.1.2.25
assessment of an existing structure
verification of the reliability of an existing structure
3.1.2.26
structural performance
quantitative indicator of structural behaviour
EXAMPLE Indicators can be structural safety, serviceability, durability or robustness.”
Add the following new term 3.1.2.28, then have the former term 3.1.2.28 and the following terms
automatically renumbered:
“3.1.2.28
risk
expected value of the magnitude of the consequences of failure, i.e. the sum of the products of the
magnitude of possible consequences of a failure event and the corresponding probability”
Add the following new term 3.1.4.1; then have the former term 3.1.4.1 and the following terms automatically
renumbered:
SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
“3.1.4.1
material property
physical or chemical attribute of a construction material”
Replace the term 3.1.4.4 with:
“3.1.4.4
design value of a material or product property
X
d
value obtained by dividing the representative value of a material or product property by a partial material
factor
Note 1 to entry: In special circumstances, the value may be obtained by direct determination.
Note 2 to entry: For specific rules, see the other Eurocodes.”
Add the following new subclauses 3.1.8 and 3.1.9:
“3.1.8 Terms relating to silos and tanks
3.1.8.1
silo
single containment structure used to store particulate solids (also known as a bunker, bin or silo cell)
Note 1 to entry: This term also refers to a single cell in a silo battery.
3.1.8.2
silo battery
group of containment structures closely linked, permitting many different types of similar solids to be
stored separately
Note 1 to entry: In some languages the term “silo” is also used to mean a silo battery.
3.1.8.3
process silo
silo that is regularly filled and partially or fully discharged throughout each year (more than 50 times per
year)
3.1.8.4
storage silo
silo with an inflow and/or partial discharge less than 50 times per year
Note 1 to entry: See 4.2.
3.1.8.5
silo discharge load
the pressures acting on the walls of a silo during the discharge process, assuming that the silo is still in
its full condition, but that the flow pattern of the discharge has been fully developed or during
simultaneous filling and discharge
3.1.8.6
silo filling load
the pressures acting on the walls of a silo during the filling process and during storage in the full condition
SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
3.1.8.7
tank
containment structure used to store liquids and/or gasses
3.1.8.8
tank load
the condition of a tank filled to the specified maximum level of liquid and with internal pressure from the
liquid and pressure or suction from contained gas, vapour or air above the liquid surface
3.1.9 Terms relating to structures supporting cranes or other machines
3.1.9.1
machine
assembly, fitted with or intended to be fitted with a drive system consisting of linked parts or
components, at least one of which moves, and which are joined together for a specific application
Note 1 to entry: The design of machines is outside the scope of the Eurocodes, since machines are covered by
Machinery Directive.
3.1.9.2
crane
machine intended for the hoisting and moving in space of a load suspended by means of a hook or other
load-handling device
Note 1 to entry: For crane design, see EN 13001.
Note 2 to entry: When the term “machine” is used, it refers to machines other than cranes.
3.1.9.3
structure supporting cranes or machines
civil engineering structure or structural part that is exposed to crane or machine induced actions
3.1.9.4
parts of the crane
all fixed and movable elements permanently assembled to form the crane itself
EXAMPLE The main crane structure, the hoist medium(s), and the fixed load lifting attachments.
Note 1 to entry: Elements not easily detachable from the crane are part of the crane.
3.1.9.5
hoist
load-lifting and/or load-lowering mechanism
[SOURCE: prEN 1991-3:2024, 3.1.2.1]
3.1.9.6
trolley
assembly designed to traverse the suspended load
[SOURCE: prEN 1991-3:2024, 3.1.2.2]
SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
3.1.9.7
main structure of crane
major structural part of the crane, including if exist counterweight(s), trolley, if present, mechanical and
electrical equipment
[SOURCE: prEN 1991-3:2024, 3.1.2.3]
3.1.9.8
hoist medium
wire rope(s), chain(s) or any other equipment hanging down from the crane used to lift and lower loads
suspended from the lower end(s) of the hoist medium(s)
Note 1 to entry: Hoist mediums are part of the crane.
[SOURCE: prEN 1991-3:2024, 3.1.2.4]
3.1.9.9
fixed load-lifting attachment
any equipment, from which the net load can be suspended and which is permanently fastened to the
lower end(s) of the hoist medium(s)
Note 1 to entry: Fixed load-lifting attachments are part of the crane.
[SOURCE: prEN 1991-3:2024, 3.1.2.5]
3.1.9.10
non-fixed load-lifting attachment
any equipment which connects the payload with the crane and which is neither part of the crane nor the
payload
Note 1 to entry: Non-fixed load-lifting attachments are easily detachable from the crane and from the payload.
[SOURCE: prEN 1991-3:2024, 3.1.2.6]
3.1.9.11
payload
load which is lifted by the crane and suspended from the non-fixed load-lifting attachment(s) or, if such
an attachment is not used, directly from the fixed load-lifting attachments
Note 1 to entry: If cranes are used for lifting gates at hydro-power stations or for lifting the load from water, the
payload may also include forces due to waterflow suction or water adhering by suction.
[SOURCE: prEN 1991-3:2024, 3.1.2.7]
3.1.9.12
net load
load, which is lifted by the crane and suspended from the fixed load-lifting attachment(s)
Note 1 to entry: Net load contains the payload and the non-fixed load-lifting attachment(s).
[SOURCE: prEN 1991-3:2024, 3.1.2.8]
SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
3.1.9.13
rated capacity
maximum net load that the crane is designed to lift for a given crane configuration and load location
during normal operation
3.1.9.14
skewing
deviation from free-rolling, natural travelling or traversing direction.
[SOURCE: prEN 1991-3:2024, 3.1.2.10]
3.1.9.15
normal service conditions
all operations of a crane or machine that occur if the crane or machine is used for its intended purpose
3.1.9.16
working cycle
sequence of movements which commences when the crane is ready to hoist the payload, and ends when
the crane is ready to hoist the next payload”
6 Modifications to 3.2, Symbols and abbreviations
Add the following new symbols in the relevant subclause to 3.2:
“
A
Appropriate reference area
ref,x
F
Fatigue damage equivalent action
fat,eq
G
Self-weight of main structure of a crane
main
G
Self-weight of suspended parts of a crane
sus
LDi Limited displacement
SDi Severe displacement
γ
Partial factor for variable liquid loads
Q,L
γ
Partial factor for variable gas or vapour pressure
Q,V
φ
Importance factor
I
”
Replace the definitions of the following symbols:
“
F
Characteristic wind force
wk
G
Shear modulus determined by testing
exp
Q
Characteristic horizontal force resulting from acceleration and braking
Lk
”
SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
Rename the following symbols:
d is renamed d
execution exe
Φ is renamed Φ()
Φ is renamed Φ
dyn
Delete the symbol q .
1k
7 Modifications to 6.1.2.1, General
In the paragraph (1), delete Note 1, then unnumber the following note:
“NOTE 1 Representative values are not defined for accidental and seismic actions, nor for bearing forces.”
8 Modifications to 6.2, Material and product properties
Replace the paragraph (4) with:
“(4) Material properties should be determined from standard tests performed under specified conditions
that provide reliable and accurate values at a sufficient confidence level.
NOTE 1 Reliable and accurate material and product properties are needed to achieve the level of structural
reliability specified in the Eurocodes.
NOTE 2 Standard tests and conditions used to ensure reliable and accurate material and product properties are
typically given in material and product standards referenced in the relevant Eurocode. Where no suitable standard
exists, the Eurocodes can include provisions on determining material and product properties required for design.
NOTE 3 For the determination of material and product properties from test results, see also Annex D.”
In the paragraph (6), add a new note in the end:
“NOTE For geotechnical structures, best estimate values can also be used. See EN 1997 (all parts).”
Replace the paragraph (7) with:
“(7) When material or product properties are not specified in the Eurocodes, or when nominal values are
selected, their values should be chosen and specified in the design to achieve a level of structural
reliability no less than that in the Eurocodes.
NOTE For guidance on structural reliability, see Annex C.”
9 Modifications to 8.3.3.8, Partial factors
Delete the footnote:
“The Clauses A.3, A.4, A.5 and A.6 will be published in subsequent amendments.”
10 Modifications to A.1.2, Scope and field of application
Replace the paragraphs (1), (2) and (3) with the following:
“(1) This Clause A.1 applies to the verification by the partial factor method of buildings and associated
geotechnical structures.
(2) This Clause A.1 applies to the verification by the partial factor method of geotechnical structures not
covered by Clauses A.2 to A.6.
SIST EN 1990:2023/oprA1:2024
prEN 1990-1:2024 (E)
(3) This Clause A.1 may also be applied to the verification by the partial factor method of structures not
covered by Clauses A.2 to A.6.
NOTE In this case, additional or amended provisions can be necessary.”
11 Modifications to A.1.6.2, Serviceability limit states (SLS)
In Table A.1.6 “Combinations of actions for serviceability limit states”, replace footnote a with the following:
“a
The characteristic value of prestressing P can be an upper, lower, or a single characteristic value. Guidance is
k
given in the other Eurocodes.”
Replace Table A.1.7 (NDP) “Combination factors for buildings” with the following:
“
ψ ψ ψ
Action
0 1 2
Imposed loads in buildings (see EN 1991-1-1):
Category A: areas for domestic and residential activities 0,7 0,5 0,3
Category B: public areas (not susceptible to crowding) 0,7 0,5 0,3
Category C: public areas where people can congregate 0,7 0,7 0,6
Category D: shopping areas 0,7 0,7 0,6
Category E: areas for archive, storage and industrial use 1,0 0,9 0,8
Category F and G: garages and vehicle traffic areas

— vehicle weight ≤ 30 kN
0,7 0,6
0,7
— 30 kN < vehicle weight ≤ 160 kN
0,5 0,3
0,7
— vehicle weight > 160 kN
0,5 0,3
0,7
Category H: roofs not accessible except for normal maintenance and
0,5 0 0
repair
Category I: roofs accessible with occupancy
0,5 0,3 0,2
— roofs for categories A, B, G1 and G2
0,5 0,5 0,4
— roofs for categories C, D and F
1,0 0,9 0,8
— roof for category E
0,5 0,3 0
Category K: roofs accessible for special services

Category S: stairs and landings
0,5 0,3
0,7
— stairs and landings to areas belonging to category A1 and B1
0,7 0,6
0,7
— stairs and landings for tribunes without fixed seats that are defined

as escape ways
0,5/0,3 0,3/0
0,7
— other stairs and landings
0,7 0,7 0,7
Category T: terraces and balconies
b
Construction actions (see EN 1991-1-6) 0,8 0,5 0,3
Snow loads on buildings (see EN 1991-1-3):
— Finland, Iceland, Norway, Sweden; 0,7 0,5 0,2
— remainder of CEN Member States, for sites located at altitude H > 1
0,7 0,5 0,2
000 m a.s.l.;
— remainder of CEN Member States, for sites located at altitude H ≤ 1
0,5 0,2 0
000 m a.s.l.
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ψ ψ ψ
Action
0 1 2
Wind actions on buildings (see EN 1991-1-4) 0,6 0,2 0
Temperature (non-fire) in buildings (see EN 1991-1-5) 0,6 0,5 0
Icing (see EN 1991-1-9) 0,5 0,2 0
a
- - -
Water actions (see 6.1.3.2)
Waves and currents (see EN 1991-1-8)
a
The combination value for water actions can be based on a 10 % probability that it is exceeded during a
one-year reference period.
b
In general, the relevant combinations of actions for serviceability limit states during execution are the
characteristic combination and the quasi-permanent combination.
”
12 Modifications to A.1.7, Partial factors for ultimate limit states (ULS)
In the paragraph (1), replace NOTE 1 with:
“NOTE 1 Values of the partial factors γ and γ for new, existing and rehabilitated structures are given in Table
F E
A.1.8 (NDP) for persistent and transient (fundamental) design situations, unless the National Annex gives different
values.”
13 Modifications to A.2.2, Scope and field of application
Replace the paragraph (1) with the following:
“(1) This Clause A.2 applies to road bridges, footbridges and railway bridges.
NOTE 1 This Clause A.2 provides the specific application of the general rules in Clauses 1 to 8 for these structures.
NOTE 2 Guidance on additional design measures to enhance structural robustness for bridges is given in
Annex E.”
14 Modifications to A.2.7.1, Ultimate limit states (ULS)
In the paragraph (1), replace Note 6 with the following:
“NOTE 6 The characteristic value of prestressing P can be an upper, lower, or single characteristic value, as
k
specified in the other Eurocodes.”
15 Modifications to A.2.7.2, Serviceability limit states (SLS)
In the paragraph (1), replace the Note with the following:
“NOTE The characteristic value of prestressing P can be an upper, lower, or a single characteristic value, as
k
specified in the other Eurocodes.”
16 Modifications to A.2.7.6.3, Combinations of wind and traffic
Replace the paragraph (5) with the following:
“(5) If a structural member is not directly exposed to wind, the action due to aerodynamic effects should
be determined for train speeds enhanced by the speed of the wind.
NOTE This can apply when wind acts in the line of the train but in the opposite direction.”
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17 Modifications to A.2.8, Partial factors for ultimate limit states (ULS)
In the paragraph (1), replace NOTE 1 with the following:
“NOTE 1 Values of the partial factors γ for new, existing and rehabilitated structures are given in Table A.2.10
F
(NDP) for persistent and transient design situations, unless the National Annex gives different values.”
18 Modifications to A.2.9.4.2.2, Deck twist
In the paragraph (2), replace the symbol Φ with the symbol Φ.
dyn
19 Modifications to A.2.9.4.2.3, Vertical deformation of the deck
In the paragraph (1), replace the symbol Φ with the symbol Φ.
dyn
20 Modifications to A.2.9.4.2.4, Transverse deformation and vibration of the deck
In the paragraph (1), replace the symbol Φ with the symbol Φ.
dyn
21 Modifications to A.2.9.4.3.2, Vertical deflection
In the paragraph (1), replace the symbol Φ with the symbol Φ.
dyn
22 Addition of new Clauses A.3, A.4, A.5 and A.6 in Annex A, Application rules
Add the following new Clauses A.3, A.4, A.5 and A.6:
“
A.3 Application for towers, masts and chimneys
A.3.1 Scope and field of application
(1) This Clause A.3 applies to the verification by the partial factor method of towers, masts and chimneys.
NOTE 1 This Clause A.3 provides the specific application of the general rules in Clauses 1 to 8 for these structures.
NOTE 2 Towers, masts and chimneys are typically made of concrete, steel, timber, masonry, aluminium and glass
reinforced polymers.
NOTE 3 Structural requirements for overhead electrical lines are covered by EN 50341 (all parts), for wind
turbines by EN IEC 61400 (all parts) and for lighting columns by EN 40 (all parts).
(2) When a structure falls into the field of application of different parts of Annex A, these parts should be
applied in conjunction, as specified by the relevant authority or, where not specified, agreed for a specific
project by the relevant parties.
A.3.2 Consequence classes
(1) Towers, masts and chimneys should be classified into consequence classes, according to the
consequences of their failure as described in 4.3.
NOTE Examples of towers, masts and chimneys in different consequence classes are given in Table A.3.1 (NDP),
unless the National Annex gives different examples.
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Table A.3.1 (NDP) — Examples of towers, masts and chimneys in different consequence classes
Consequence Description of
Examples
class consequences
Towers, masts and chimneys, which in case of failure have
higher possibility to cause injuries or loss of human lives, higher
economic or environmental consequences, built in strategic
CC3 High
locations, or represent monumental construction work, e.g. high
structures in urban areas, towers and masts serving crucial
telecommunication facilities, chimneys serving critical plants.
Towers, masts and chimneys, which do not belong to
CC2 Normal consequence classes CC3 or CC1, e.g. structures built in urban
areas or in large plants.
Towers, masts and chimneys which in case of failure have a
lower possibility to cause injuries or loss of human lives, lower
CC1 Low economic or environmental consequences, e.g. towers and masts
built in sparsely populated areas, small chimneys in industrial
areas.
Where a level of reliability lower than for CC1 can be considered
with respect to a possibility to cause social, economic or
CC0 Lowest
environmental consequences, e.g. towers and masts built in
uninhabited areas.
For provisions concerning CC0 and CC4, see 4.3.
A.3.3 Design service life
(1) The design service life T of a tower, mast or chimney, as described in 4.5, should be specified.
lf
NOTE The value of T is given in Table A.3.2(NDP) for different categories of towers, masts and chimneys,
lf
unless the National Annex gives different values or categories.
(2) The design service life should be used to determine the time-dependent performance of the structure.
Table A.3.2 (NDP) — Design service life categories for towers, masts and chimneys
Design service life T
Category of towers, masts and
lf
chimneys
years
Significant or monumental structures 100
Common structures 30 – 50
a
≤ 10
Temporary structures
a
For structures or parts of structures that can be dismantled in order to be reused, see 4.5(3).
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A.3.4 Actions
(1) The actions, as described in Clause 6, to be included in the design of structures shall be those defined
by EN 1991 (all parts), EN 1997 (all parts), and EN 1998 (all parts).
A.3.5 Combinations of actions
A.3.5.1 Ultimate limit states (ULS)
(1) Combination of actions for ultimate limit states with partial factors on actions should be chosen
depending on the design situation.
NOTE 1 The formula to be used is Formula (8.12), unless the National Annex gives a different choice, see
8.3.4.2(2).
NOTE 2 When using Formula (8.12), the combinations of actions for persistent and transient design situations
are according to Table A.3.3 (NDP), unless the National Annex gives a different choice, see 8.3.4.2(2).
NOTE 3 When using combinations of actions based on Formula (8.13) or Formula (8.14) the value of ξ is 0,85,
unless the National Annex gives a different value.
NOTE 4 As defined in 8.3.2.1, partial factors on actions are used, and Formula (8.4) applies, for the design of:
— linear and non-linear structural systems;
— certain types of geotechnical structure, in accordance with the relevant part of EN 1997.
NOTE 5 The characteristic value of prestressing P can be an upper, a lower, or a single characteristic value, as
k
specified in the other Eurocodes.
NOTE 6 In accidental design situations, the choice between ψ and ψ depends on details of the design situation,
1 2
e.g. impact, fire, or survival after an accidental event or situation. Further guidance is given in the other Eurocodes
and in the National Annex.
(2) When using the lower parts of Formula (8.13) and Formula (8.14), the value of ξγ shall not be less
G
than 1,0.
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Table A.3.3 (NDP) — Combinations of actions for ultimate limit states
Persistent and
a b
Design situation transient Accidental
Seismic Fatigue
(fundamental)
General formula for
(8.4)
effects of actions
Formula for
(8.12) (8.15) (8.16) (8.17)
combination of actions
Permanent (G ) γ 𝐺𝐺 𝐺𝐺 𝐺𝐺 𝐺𝐺
d,i G,i k,i k,i 𝑘𝑘,i k,i
𝜓𝜓 𝑄𝑄 or
Leading variable
1,1 k,1
γ 𝑄𝑄
Q,1 k,1
d
(Q ) 𝜓𝜓 𝑄𝑄
d,1 2,1 k,1
𝜓𝜓 𝑄𝑄 c
2,j k,j
Accompanying variable
γ 𝜓𝜓 𝑄𝑄 𝜓𝜓 𝑄𝑄
Q,j 0,j k,j 2,j 𝑘𝑘,j
d
(Q )
d,j
Prestressing (P ) γ𝑃𝑃 𝑃𝑃 𝑃𝑃 𝑃𝑃
d P k k k k
Accidental (A ) 𝐴𝐴
- - -
d d
Seismic (A ) 𝐴𝐴
- - -
Ed Ed,ULS
Fatigue (F ) γ F
- - -
fat Ff fat
a
Depending on the magnitude of A the seismic combination of actions covers both the near collapse
Ed,ULS,
(NC) and significant damage (SD) ultimate limit states defined in EN 1998 (all parts).
b
For conditions of use, see 8.3.4.5.
c
The action type of which F is considered should not be taken into account as variable in the combination.
fat
d
For the reduction of wind pressure in combination with icing, see EN 1991-1-9.
(2) Combination of actions for ultimate limit states with factors on effects of actions should be chosen
according to 8.3.2.3.
NOTE As defined in 8.3.2.1, partial factors on effects of actions are used, and Formula (8.5) applies for the
design of:
— certain types of geotechnical structure, in accordance with the relevant part of EN 1997;
— ropes, cables and membrane structures, where the application of partial factors on the effects of actions is more
adverse than the application of partial factors on actions.
(3) For design of cooling towers and chimneys, the stepped temperature component (see prEN 1991-1-
5:2023, 9.4) should be considered to act simultaneously with wind.
A.3.5.2 Serviceability limit states (SLS)
(1) Combinations of actions for serviceability limit states, for which 8.4.3 and the general Formula (8.28)
apply, should be chosen according to Table A.3.4, depending on the combinations of actions being
considered.
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Table A.3.4 — Combinations of actions for serviceability limit states
Quasi-
b
Combinations Characteristic Frequent
Seismic
permanent
General formula for effects of
(8.28)
actions
Formula for combination of
(8.29) (8.30) (8.31) (8.32)
actions
Permanent (G ) 𝐺𝐺 𝐺𝐺 𝐺𝐺 𝐺𝐺
d,i k,i k,i k,i k,i
c
𝑄𝑄 𝜓𝜓 𝑄𝑄
Leading variable (Q )
k,1 1,1 k,1
d,1
𝜓𝜓 𝑄𝑄 𝜓𝜓 𝑄𝑄
2,j k,j 2,j k,j
c
𝜓𝜓 𝑄𝑄 𝜓𝜓 𝑄𝑄
Accompanying variable (Q )
0,j k,j 2,j k,j
d,j
a
P P P P
Prestressing (P )
k k k k
d
Seismic (A ) 𝐴𝐴
- - -
Ed Ed,SLS
a
The characteristic value of prestressing P can be an upper, lower, or a single characteristic value. Guidance
k
is given in the other Eurocodes.
b
Depending on the magnitude of A , the seismic combination of actions covers both the damage
Ed,SLS
limitation (DL) and fully operational (OP) serviceability limit states defined in EN 1998 (all parts).
c
For the reduction of wind pressure in combination with icing, see EN 1991-1-9.
A.3.5.3 Combination factors
(1) Combinations of actions may be calculated using the combination factors ψ, as defined in 6.1.2.3(3).
NOTE Values of the combination factors ψ are given in Table A.3.5 (NDP), unless the National Annex gives
different values.
Table A.3.5 (NDP) — Combination factors for towers, masts and chimneys
ψ ψ ψ
Action
0 1 2
a a a
Imposed loads (see EN 1991-1-1)
Construction actions (see EN 1991-1-6) 1,0 – 0,2
Wind loads (see EN 1991-1-4) 0,6 0,2 0
Icing (see EN 1991-1-9) 0,5 0,2 0
Temperature (non-fire) (see EN 1991-1-5) 0,6 0,5 0
a
Depends on the category of imposed load.
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A.3.6 Partial factors for ultimate limit states (ULS)
(1) Ultimate limit states may be verified using partial factors γ applied to actions or γ applied to effects
F E
of actions, as defined in 8.3.
NOTE 1 Values of the partial factors for actions γ and effects of actions γ are given in Table A.3.6 (NDP) for
F E
persistent and transient (fundamental) design situations, unless the National Annex gives different values.
NOTE 2 Values of consequence factor k for different consequence classes in Table A.3.1 (NDP) are given in Table
F
A.3.7 (NDP), unless the National Annex gives different values.
NOTE 3 For ultimate limit states verification of fatigue and vibrations, see 8.3.3.6.
(2) The value of the partial factors γ when applied to unfavourable actions or actions effects shall not be
F
less than 1,0.
(3) The value of the partial factor γ on initial prestress of guys should be taken as 1,0.
P
(4) Ultimate limit states for persistent and transient design situations that involve structural resistance
should be verified using partial factors for verification case VC1.
(5) When variations in the magnitude or spatial variation of permanent actions from a single source (see
6.1.1(4)) are significant, ultimate limit states that involve loss of static equilibrium and/or strength
elements contributing to the equilibrium, should be verified using partial factors for verification cases
VC2(a) and VC2(b), using whichever gives the less favourable design outcome.
(6) Verification of verification case VC2(b) may be omitted when it is obvious that verification using
VC2(a) governs the design outcome.
(7) Ultimate limit states that involve failure of ground should be verified using partial factors for
verification cases VC1, VC2, VC 3 and VC4, in accordance with the relevant part of EN 1997.
NOTE The relevant part of EN 1997 gives guidance on which verification cases to use for different geotechnical
structures.
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Table A.3.6 (NDP) — Partial factors on actions and effects for verification case VC1 to VC4 for
persistent and transient (fundamental) design situations
Partial factors γ and γ for verification cases
Action or effect
F E
Structural Static equilibrium Geotechnical
Type Symbol Resulting effect
resistance and uplift design
a b b c d
Verification case VC1 VC2(a) VC2(b) VC3 VC4
unfavourable/
γ 1,35 k 1,35k
1,0 1,0
G F F
destabilising
Permanent action G is not
k
n
...