FprEN 1990-2

SLOVENSKI STANDARD
oSIST prEN 1990-2:2024
01-junij-2024
Evrokod - Osnove projektiranja konstrukcij in geotehničnega projektiranja - 2. del:
Ocenjevanje in obnova obstoječih stavb
Eurocode - Basis of structural and geotechnical design - Part 2: Assessment of existing
structures
Eurocode - Grundlagen der Planung von Tragwerken und geotechnischen Bauwerken -
Teil 2: Bewertung von Bestandsbauten
Eurocodes - Bases de calcul structuraux et géotechniques - Partie 2: Évaluation des
structures existantes
Ta slovenski standard je istoveten z: prEN 1990-2
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.040.01 Stavbe na splošno Buildings in general
oSIST prEN 1990-2:2024 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

oSIST prEN 1990-2:2024
oSIST prEN 1990-2:2024
DRAFT
EUROPEAN STANDARD
prEN 1990-2
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2024
ICS 91.010.30 Will supersede CEN/TS 17440:2020
English Version
Eurocode - Basis of structural and geotechnical design -
Part 2: Assessment of existing structures
Eurocodes - Bases de calcul des structures et Eurocode - Grundlagen der Planung von Tragwerken
géotechniques - Partie 2: Évaluation des structures und geotechnischen Bauwerken - Teil 2: Bewertung
existantes von Bestandsbauten
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
© 2024 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 1990-2:2024 E
worldwide for CEN national Members.

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Contents Page
European foreword . 4
0 Introduction . 5
1 Scope . 7
2 Normative references. 7
3 Terms, definitions and symbols . 8
3.1 Terms and definitions . 8
3.2 Symbols and abbreviations . 9
3.2.1 Latin upper-case letters . 9
3.2.2 Latin lower-case letters . 10
3.2.3 Greek lower-case letters . 10
4 Basic requirements . 10
5 General rules . 10
6 Assessment scope and objectives . 12
7 Assessment approach . 13
7.1 General . 13
7.2 Condition survey . 13
7.3 Assessment of resistance . 14
7.4 Assessment findings . 14
8 Basic variables and updating . 15
9 Structural modelling, updating and analysis . 16
10 Verification using quantitative assessment methods . 17
10.1 General . 17
10.2 Partial factor method . 17
10.3 Reliability-based method . 18
10.4 Risk-informed method . 18
11 Verification using qualitative assessment methods . 18
12 Interventions . 19
12.1 General . 19
12.2 Immediate interventions . 19
12.3 Maintenance . 20
12.4 Rehabilitation . 20
12.5 Monitoring after the assessment . 21
Annex A (informative) Additional guidance on assessment of existing structures . 22
A.1 Use of this annex . 22
A.2 Scope and field of application . 22
A.3 Assessment approach . 22
A.3.1 General . 22
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A.3.2 Condition survey . 24
A.3.3 Preliminary stage of assessment . 24
A.3.4 Detailed stage of assessment . 24
A.3.5 Plausibility check . 24
A.3.6 Assessment findings . 25
A.4 Basic variables and updating . 25
A.4.1 Actions and environmental influences . 25
A.4.2 Material and product properties . 27
A.4.3 Geometrical properties . 27
A.4.4 Updating process . 28
A.5 Interventions . 31
A.6 Heritage structures . 32
A.6.1 General . 32
A.6.2 Testing . 33
A.6.3 Interventions . 33
Bibliography . 34

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European foreword
This document (prEN 1990-2:2024) 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 currently submitted to the Enquiry.
This document will supersede CEN/TS 17440:2020.
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.
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0 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 1990 (all parts)
EN 1990 (all parts) 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
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0.3 Introduction to EN 1990-2
The Eurocodes comprise rules that are primarily intended for the design of new structures, although the
principles of EN 1990-1 can also be applied for existing structures, with additional provisions. EN 1990-2
supplies those additional provisions that enable the structural assessment of existing structures.
EN 1990-2 includes provisions related to using updated data for basic variables and updated structural
models.
EN 1990-2 includes rules for the assessment of structures in case of interventions, as well as provisions
for the assessment of retained parts from the existing structure.
0.4 Verbal forms used in the Eurocodes
The verb “shall” expresses a requirement strictly to be followed and from which no deviation is permitted
in order to comply with the Eurocodes.
The verb “should” expresses a highly recommended choice or course of action. Subject to national
regulation and/or any relevant contractual provisions, alternative approaches could be used/adopted
where technically justified.
The verb “may” expresses a course of action permissible within the limits of the Eurocodes.
The verb “can” expresses possibility and capability; it is used for statements of fact and clarification of
concepts.
0.5 National Annex for EN 1990-2
National choice is allowed in this document where explicitly stated within notes. National choice includes
the selection of values for Nationally Determined Parameters (NDPs).
The national standard implementing EN 1990-2 can have a National Annex containing all national choices
to be used for the design of buildings and civil engineering works to be constructed in the relevant
country.
When no national choice is given, the default choice given in this document is to be used.
When no national choice is made and no default is given in this document, the choice can be specified by
a relevant authority or, where not specified, agreed for a specific project by appropriate parties.
National choice is allowed in EN 1990-2 through notes to the following clauses:
4(1) 4(2) 5(1) 5(4)
6(1) 10.1(2) 10.2(1) 11(2)
11(3)
National choice is allowed in EN 1990-2 on the application of the following informative annex:
Annex A
The National Annex can contain, directly or by reference, non-contradictory complementary information
for ease of implementation, provided it does not alter any provisions of the Eurocodes.
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1 Scope
1.1 Scope of EN 1990-2
(1) This document provides additional provisions to EN 1990-1 to cover the assessment of existing
structures, including geotechnical structures, and the general principles for interventions.
NOTE This document is based on the general requirements and principles of structural reliability provided in
EN 1990-1.
(2) Unless otherwise specified, EN 1990-1 applies.
(3) This document covers general principles regarding actions for assessment, complementing
EN 1991 (all parts).
NOTE Provisions for seismic actions due to earthquake are provided in EN 1998-3.
(4) This document does not cover the design of new structural parts that will be integrated into an existing
structure.
NOTE For the design of new structural parts, see EN 1990-1.
(5) This document does not provide:
— specific rules for initiation of assessment;
— specific rules on how to undertake interventions that may be carried out as a result of an assessment;
— material-specific technical provisions for existing structures;
— provisions for seismic assessment and retrofitting of existing structures.
NOTE For provisions for seismic assessment and retrofitting of existing structures, see EN 1998-3.
1.2 Assumptions
(1) The assumptions given in prEN 1990-1:2024, 1.2 apply.
2 Normative references
The following documents are referred to in the text in such a way that some or all of their content
constitutes requirements of this document. For dated references, only the edition cited applies. For
undated references, the latest edition of the referenced document (including any amendments) applies.
NOTE See the Bibliography for a list of other documents cited that are not normative references, including those
referenced as recommendations (i.e. in ‘should’ clauses), permissions (‘may’ clauses), possibilities ('can' clauses),
and in notes.
prEN 1990-1:2024, Eurocode — Basis of structural and geotechnical design — Part 1: New structures
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3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this document, the terms and definitions given in EN 1990-1 and the following apply.
3.1.1
existing structure
any structure that physically (materially) exists
3.1.2
heritage structure
existing structure that has been recognized by the relevant authorities for its historical, cultural or
societal value
3.1.3
assessment of an existing structure
verification of the reliability of an existing structure
3.1.4
condition survey
acquiring and verifying information on the current state of an existing structure and its boundary
conditions
Note 1 to entry: A condition survey can include geometrical properties and material testing.
3.1.5
inspection
on-site non-destructive examination of an existing structure with the objective of establishing its present
condition and updating information
3.1.6
investigation
collection and evaluation of information through inspection, document search, measurement, material
testing, load testing or other testing
Note 1 to entry: For definition of ground investigation, see EN 1997-2.
3.1.7
monitoring
frequent or continuous observation of the structural condition, structural performance or actions
3.1.8
load testing
test of a structure or part thereof by loading to evaluate its structural performance or properties
3.1.9
damage
unfavourable change in the conditions of a structure that can adversely affect structural performance
3.1.10
defect
deficiency of a structure resulting from errors during design, construction, prior intervention or lack of
maintenance that adversely affects the structural performance
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3.1.11
deterioration
process that adversely affects the structural performance over time
EXAMPLE For example due to:
— chemical, physical or biological actions;
— repeated actions such as those causing fatigue;
— wear due to use;
— settlements of the ground.
3.1.12
remaining service life
period for which an existing structure is intended/expected to operate with planned maintenance
3.1.13
rehabilitation
structural intervention (i.e. repair, upgrade) to reach compliance with required structural performance
3.1.14
updating
process of supplementing available information with new information for assessment
3.1.15
upgrading
modifications to an existing structure to improve its structural performance
3.2 Symbols and abbreviations
For the purposes of this document, the symbols and abbreviations given in EN 1990-1 and the following
apply.
3.2.1 Latin upper-case letters
E(.) expectation
F local or global structural failure represented by a limit state
I inspection information, formulated as a notional limit state function
P(.) probability of (.)
P target probability of failure for a given reference period
ft
S non-failure or survival event
V(μ) coefficient of variation 𝑉𝑉 of the mean value μ
V(σ) coefficient of variation 𝑉𝑉 of the standard deviation σ
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3.2.2 Latin lower-case letters
g(X) limit state function depending on X
m sample mean value
m' prior mean value
m" posterior mean value
n number of observations
n' prior number of observations
n" posterior number of observations
s sample standard deviation
s' prior standard deviation
s" posterior standard deviation
3.2.3 Greek lower-case letters
β target reliability index
t
δ(n’) operator used in Formula (A.6)
μ mean value
ν number of degrees of freedom for 𝑠𝑠
ν' prior number of degrees of freedom for s'
ν" posterior number of degrees of freedom for s"
4 Basic requirements
(1) The assessment of an existing structure shall verify that the structure fulfils the specified
requirements in the remaining service life.
NOTE 1 The basic requirements for an existing structure can be different from the basic requirements applicable
for a new structure.
NOTE 2 Minimum requirements for the verification where the structure includes new and existing parts can be
given in the National Annex.
(2) The reliability required for existing structures within the scope of this document shall be verified by
assessment in accordance with the Eurocodes.
NOTE Reliability levels for the assessment of existing structures can be set by the National Annex. Further
guidance is given in prEN 1990-1:2024, Annex C.
5 General rules
(1) Clause 4 to Clause 12 shall apply only to existing structures.
NOTE Additional conditions for existing structures to which Clause 4 to Clause 12 apply can be given in the
National Annex.
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(2) This document does not provide specific provisions for seismic assessment and retrofitting of existing
structures.
NOTE For specific provisions for seismic assessment and retrofitting of existing structures, see EN 1998-3.
(3) The assessment of an existing structure should be carried out using quantitative assessment methods,
as specified in this document and in the other Eurocodes, where relevant.
(4) Qualitative assessment methods may be used for assessment for an existing structure together with
or in place of quantitative assessment methods where conditions of use are met.
NOTE 1 Minimum conditions for or restrictions on the use of qualitative assessment methods can be given in the
National Annex.
NOTE 2 Qualitative assessment methods can be used to assist the definition of the assessment scope and
objectives.
(5) Additional criteria for the use of qualitative assessment methods should be as specified by the relevant
authority or, where not specified, as agreed for a specific project by the relevant parties.
(6) The situations to be considered in an assessment of an existing structure shall be in accordance with
prEN 1990-1:2024, 5.2.
(7) Available information ahead of the assessment of an existing structure should be checked and taken
into consideration where relevant, including from:
 the original design and construction record;
 previous condition surveys;
 inspections carried out during the past service life, monitoring;
 previous assessment reports;
 previous rehabilitation;
 information about significant environmental, seismic or other extreme events occurred after
construction;
 information about changes in ground conditions occurred after construction.
NOTE For some projects no information is available ahead of the assessment.
(8) When assessing heritage structures, the historical, cultural and societal value should be taken into
account in the assessment and decisions involving possible structural interventions.
NOTE Guidance on the assessment of heritage structures is provided in A.6.
(9) The assessment of a structure should be carried out following a stepwise process with increasing
levels of detail and accuracy.
NOTE 1 A stepwise process can include preliminary and detailed stages in order to optimize the overall level of
effort required for the assessment.
NOTE 2 Guidance on the assessment process is provided in A.3.
(10) If, during the assessment process, the structure appears to be in a situation where the level of risk
requires immediate intervention, measures to mitigate the risk should be identified, agreed with the
relevant parties and implemented without undue delay.
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NOTE 1 In assessing risks requiring immediate interventions the following relevant factors can be taken into
account:
— consequence of failure;
— nature of the hazard;
— any signs of damages or defects and the rate of deterioration or change occurring;
— possibility of hidden damages or defects;
— condition data;
— sensitivity of the structure to the applied loading;
— recent load history of the structure;
— level of assessment completed.
NOTE 2 For immediate interventions, see 12.2.
6 Assessment scope and objectives
(1) The assessment scope and objectives should be defined and documented based on conditions and
requirements for the existing structure including:
 intended use;
 remaining service life;
 structural performance;
 operational conditions;
 inspection and maintenance procedures.
NOTE 1 Different assessment scope and objectives can be defined at different stages of the assessment process.
NOTE 2 Minimum requirements for the assessment scope and objectives can be given in the National Annex.
(2) Additional requirements relating to the assessment scope and objectives should comply with any
relevant provisions as specified by the relevant authority or, where not specified, agreed for a specific
project by the relevant parties.
(3) The assessment scope and objectives should include the following:
— the actions to be considered in the assessment;
— the assessment situations to be considered for the structure, including those related to possible
changes in structural conditions or actions;
— the limit states to be assessed and the methods of assessment for the relevant limit states (see
(4));
— the format for describing the outcome of the assessment, for example in terms of a calculated
operational restriction for a particular action;
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— the extent of the structure to be assessed.
(4) Verification of the serviceability limit state may be omitted where appropriate.
NOTE Verification of the serviceability limit state can be relevant for example when:
— assessing for a change in use;
— investigating existing problems related to serviceability performance;
— the assessment of structural safety relies on particular serviceability criteria being satisfied.
7 Assessment approach
7.1 General
(1) The assessment approach and the assumptions for the assessment shall be defined and documented,
including:
a) the method of assessment;
b) the approach for assessing the effects of structural condition, deterioration, construction process and
subsequent changes to the structure, if relevant;
c) the data for the basic variables used in the assessment;
d) the structural analysis methodology;
e) the verification methods.
7.2 Condition survey
(1) The current structural condition of the existing structure, including defects, damage and ongoing
deterioration mechanisms, shall be established by condition survey and its results shall be evaluated.
NOTE 1 Prior experience from comparable structures can inform the identification and characterization of
deterioration mechanisms.
NOTE 2 The deterioration mechanisms result from the combined effects of aspects related to the environment
(e.g. temperature, humidity, chemical and physical actions) to which the structure is/was exposed and aspects
related to the structure itself such as material characteristics, geometry, structural detailing and execution quality.
NOTE 3 The results of condition surveys can be evaluated on the basis of statistical methods, if relevant. See the
relevant Eurocode.
NOTE 4 Guidance on the condition survey is provided in A.3.2.
NOTE 5 For updating procedures for basic variables, see Clause 8 and A.4.4.
(2) The results from a condition survey should be used subsequently for:
 updating information on actions and environmental influences;
 updating the information for structural modelling and analysis;
 checking the assessment situations established for the assessment;
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 recommending interventions considered necessary without performing further steps in the
assessment.
7.3 Assessment of resistance
(1) The structural resistance shall be assessed using a basis that is consistent with:
 the approach taken for the corresponding assessment of action effects (see Clause 10);
 the target reliability level (see 4(2), Note).
(2) The assessment values of resistance shall be determined from resistance models that are consistent
with the material properties, structural detailing, geometry, and structural conditions for the existing
structure.
NOTE 1 Structures that were designed and constructed to withdrawn standards can have material properties,
detailing arrangements and execution tolerances that do not comply with or are not covered by current standards.
Particular attention is needed in the implementation of resistance models from current standards valid for new
structures, which implicitly or explicitly rely on design requirements for material properties, detailing
arrangements and execution tolerances being satisfied. Further guidance can be found in the relevant Eurocodes.
NOTE 2 Structures that do not comply with current design standards are not necessarily unsafe. The use of
updated values for basic variables and refined resistance models for the assessment that explicitly account for
deficiencies can be particularly beneficial in accurately assessing the resistance of existing structures.
NOTE 3 For the resistance updating based on action effect history, see also A.4.4.6.3.
NOTE 4 For assessment of resistance for geotechnical structures, see also EN 1997 (all parts).
NOTE 5 Using the Observational Method in EN 1997-1, a prediction can be made of the performance of a
geotechnical structure. Based on a comparison of the predicted ground response and ground-structure interaction
with the allowable ground and ground-structure interaction response, it can be assessed, whether the structure
meets the target reliability level.
(3) In absence of specific assessment resistance models in the relevant Eurocodes, resistance models in
the Eurocodes, valid for design, should be used to assess structural resistance. This applies for structures
in good condition that have material properties, detailing provisions and execution tolerances that satisfy
the requirements of the relevant Eurocodes, the related product standards and execution standards.
(4) For deteriorated structures, the deterioration mechanism(s), the deterioration rate and the impact on
structural performance should be determined using appropriate models, based on the available
information.
7.4 Assessment findings
(1) The assessment findings should be documented and reported, clearly identifying whether there is a
need for interventions, for example if the assessment has not demonstrated an adequate level of reliability
or performance in accordance with 12.1.
NOTE Depending on the assessment findings, the structure can, within the scope of the assessment:
— achieve the reliability required, assuming adequate inspection and maintenance during the remaining
service life; or
— achieve the reliability required at the time of the assessment, but not for the complete period of time during
which the existing structure is intended to remain operational, taking into account the anticipated
development of its condition and the planned level of maintenance; or
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— fail to achieve the reliability required; or
— fail to achieve the reliability required and require immediate correction of the existing condition by means
of immediate interventions (see 12.2).
8 Basic variables and updating
(1) The basic variables needed for an assessment should include:
 actions and environmental influences;
 material and product properties including ground properties;
 geometrical properties (including structural detailing).
(2) Prior information for the values for basic variables related to geometrical, material and product
properties may be based on:
 original design documents, construction records, documentation on previous assessments and
interventions, if applicable;
 the codes and standards and/or related background information from the time of design and
construction, including those from the time of previous interventions, if applicable;
 the manufacturers’ data and product literature.
(3) If new information becomes available, relevant data should be re-evaluated and, if needed, updated,
taking into account the uncertain prior information.
NOTE An updating procedure is provided in A.4.4.
(4) The values for basic variables should take account of the actual conditions of:
 the structure (including aging, damage, deterioration and defect where relevant),
 the ground and groundwater in the zone of influence of the structure,
and of other information obtained in the condition survey.
NOTE 1 The actual conditions of the structure can be taken into account in the values of basic variables such as
the thickness of structural members or the material properties, in the modelling for structural analysis (see
Clause 9), in the modelling of actions (see for example A.4.1.10), and in structural resistance models (see 7.3).
NOTE 2 Changes related to the ground and groundwater conditions occurred in the past service life and
predictable changes during the remaining service life can be taken into account, if relevant.
NOTE 3 For the zone of influence, see EN 1997-1.
(5) The probability distribution functions of basic variables and the values of their parameters may be
updated based on case-specific data, prior and other relevant information.
NOTE An updating procedure is provided in A.4.4.
(6) Characteristic values for basic variables for resistance may be based on:
 sample data from the existing structure; or
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 sample data from the existing structure combined with statistical parameters describing the
uncertainties associated with basic variables derived from a representative sample of comparable
structures.
NOTE prEN 1990-1:2024, Annex D contains methods for the derivation of characteristic values for resistance
parameters from test data.
(7) If data are obtained from the existing structure by sampling, the methodology of the data acquisition
should be developed considering the following aspects:
 sampling from locations that are representative for the structural parts being assessed;
 a sample size that provides a statistically significant and representative basis for updating
parameters;
 sampling methods that can be carried out safely;
 repair of the structure following any removal of materials for sampling;
 testing arrangements that provide representative data for the assessment.
(8) The reference period used for the establishment of the parameters describing the time-variant basic
variables should be consistent with the reference period chosen for the assessment.
9 Structural modelling, updating and analysis
(1) Structural models should be based on the actual conditions of the existing structure.
(2) Prior information related to the structural system may be based on, if applicable:
 original design documents;
 construction records;
 documentation on previous assessments and interventions.
(3) Information on the structural system should be updated if prior information is:
 not sufficient for the assessment; or
 not considered to be sufficiently reliable.
EXAMPLE Information on static and kinematic boundary conditions of the structural system can include:
support conditions, fixed connections, freedom of movement within joints, load transfer mechanisms, including
interaction between the structure and the ground.
(4) Testing and monitoring of existing structures may be used to verify and improve assumptions for
structural analysis and to calibrate structural models.
(5) Testing should have clear objectives and requires careful planning taking account of the following, if
relevant:
 the structural behaviour and the boundary conditions can be different at the level of the test load and
the ultimate limit state;
 permanent deformations (e.g. induced by overloads, accidental actions, settlements or changes in
geotechnical conditions, occurred during the past service life);
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 load duration and load history;
 amplitude of dynamic response;
 environmental or other non-structural effects;
 load sharing.
NOTE Adjacent structural and non-structural parts can be involved in resistance mechanisms if one single
structural part is loaded or can influence the dynamic properties of the structure.
(6) Testing should not result in damage to the structure, if its future use is envisaged.
(7) When testing or monitoring an existing structure, the results of measurements should be compared
with the response predicted by structural models.
(8) If a large deviation from the prediction is observed when testing or monitoring an existing structure,
the reasons should be investigated and explained, involving additional tests if necessary.
10 Verification using quantitative assessment methods
10.1 General
(1) The verification of existing structures should be carried out using the partial factor method.
(2) The following verification methods may be used in addition to the partial factor method:
 reliability-based method;
 risk-informed method.
NOTE 1 Restrictions on the use of the reliability-based method and the risk-informed method for the assessment
of an existing structure can be given in the National Annex.
NOTE 2 See C.3.1 for guidance on the applicability and criteria for use of the reliability-based method and the
risk-informed method.
NOTE 3 Further guidance is given in prEN 1990-1:2024, Annex C.
NOTE 4 For geotechnical structures, verification by testing or using the observational method can be relevant.
See EN 1997 (all parts).
10.2 Partial factor method
(1) When checking ultimate limit states prEN 1990-1:2024, 8.3 applies, substituting where appropriate
the values of design parameters with the corresponding values for assessment.
NOTE 1 Partial factors can be (i) fixed (standardized for use in a country), valid for a range of cases, or (ii)
adjusted for a specific case.
NOTE 2 Fixed partial factors for actions are used, unless conditions for the use of adjusted partial factors for
actions are given in the National Annex.
NOTE 3 For fixed partial factors for actions and combination factors ψ, see prEN 1990-1:2024, Annex A.
NOTE 4 For partial factors for resistance and material properties, see the other Eurocodes.
NOTE 5 Conditions for the use of adjusted partial factors for resistance can be given in the other Eurocodes.
oSIST prEN 1990-2:2024
prEN 1990-2:2024 (E)
NOTE 6 For guidance on adjustment of partial factors, see prEN 1990-1:2024, Annex C.
10.3 Reliability-based method
(1) When using the reliability-based method, the reliability of a structure shall be verified in terms of
either the failure probability P or the reliability index β according to the condition in Formulae (10).1) or
f
Formula (10).2).
P=P gX()≤ 0 =Φ−( β)≤P (10.1)
{ }
f ft
β≥β (10.2)
t
where
is the target probability of failure for a given reference period;
P
ft
g(X) is the limit state function depending on the basic variables X;
Φ() is the cumulative distribution function of the standard normal distribution;
is the target reliability index for a given reference period.
β
t
NOTE 1 The target reliability level (see 4(2)) is defined by the target probability of failure P or the
ft
corresponding target reliability index β .
t
NOTE 2 The reliability-based method can be applied in accordance with the principles and recommendations
provided in prEN 1990-1:2024, Annex C.
10.4 Risk-informed method
(1) The risk should be evaluated using acceptance criteria as specified by the relevant authority or, where
not specified, agreed for a specific project by the relevant parties.
NOTE No further guidance on the risk-informed method is given in this Clause. Relevant guidance can be found
in prEN 1990:2024, Annex C and ISO 2394.
11 Verification using qualitative assessment methods
(1) An investigation needed to perform the checks in (2) and (3) shall be undertaken with regard to the
limit states being considered.
(2) When verifying the ultimate limit states, the following should all be satisfied:
 careful inspection does not reveal any evidence of significant damage, distress, defect, displacement,
deterioration or excessive deformation;
 the structural system is understood, including the possible failure modes and the most critical parts
of the structure;
 the structure has demonstrated satisfactory performance for a sufficiently long period of time during
which extreme acti
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