EN 1991-1-5:2025
(Main)Eurocode 1 - Actions on structures - Part 1-5: Thermal actions
Eurocode 1 - Actions on structures - Part 1-5: Thermal actions
1.1 Scope of EN 1991-1-5
(1) EN 1991-1-5 gives principles and rules for calculating thermal actions on buildings, bridges and other structures including their structural members. Principles needed for cladding and other attachments of buildings are also provided.
(2) This document describes the changes in the temperature of structural members. Characteristic values of thermal actions are presented for use in the design of structures which are exposed to daily and seasonal climatic changes.
(3) This document also gives principles for changes in the temperature of structural members due to the paving of hot asphalt on bridge decks.
(4) This document also provides principles and rules for thermal actions acting in structures which are mainly a function of their use (e.g. cooling towers, silos, tanks, warm and cold storage facilities, hot and cold services, etc.).
NOTE Supplementary guidance for thermal actions on chimneys is provided in EN 13084-1.
1.2 Assumptions
(1) The assumptions given in EN 1990:2023, 1.2 apply.
(2) EN 1991 1 5 is intended to be used with EN 1990, the other parts of EN 1991 and EN 1992 (all parts) to EN 1999 (all parts) for the design of structures.
Eurocode 1 - Einwirkungen auf Tragwerke - Teil 1-5: Temperatureinwirkungen
1.1 Anwendungsbereich von EN 1991-1-5
(1) EN 1991-1-5 gibt Prinzipien und Festlegungen zur Berechnung von Temperatureinwirkungen auf Gebäude, Brücken und anderen Tragwerken einschließlich ihrer tragenden Bauteile an. Festlegungen für Außenwandbekleidungen und andere Anbauten von Gebäuden sind ebenfalls angegeben.
(2) Dieses Dokument beschreibt die Temperatureinwirkungen auf tragende Bauteile. Es werden die charakteristischen Werte für Temperatureinwirkungen angegeben, die für die Bemessung von Tragwerken benutzt werden können, die durch tägliche und jahreszeitliche Temperaturwechsel beansprucht werden.
(3) Dieses Dokument enthält auch Grundsätze für Temperaturänderungen von tragenden Bauteilen infolge des Einsatzes von Heißasphalt auf Brückenüberbauten.
(4) Dieses Dokument enthält auch Grundsätze und Regeln für Tragwerke, bei denen sich die Temperatureinwirkungen hauptsächlich aus ihrer Nutzung ergeben (z. B. Kühltürme, Silos, Tanks, warme und kalte Lagereinrichtungen, Wärmekammern und Kühlhäuser usw.).
ANMERKUNG Ergänzende Hinweise zu Temperatureinwirkungen auf Schornsteine sind in EN 13084 1 enthalten.
1.2 Annahmen
(1) Die in Annahmen von EN 1990:2023, 1.2 gelten.
(2) EN 1991-1-5 ist für die Anwendung mit EN 1990, den anderen Teilen von EN 1991 und EN 1992 (alle Teile) bis EN 1999 (alle Teile) für die Bemessung von Tragwerken vorgesehen.
Eurocode 1 - Actions sur les structures - Partie 1-5 : Actions thermiques
1.1 Domaine d'application de l'EN 1991-1-5
(1) L'EN 1991-1-5 donne des principes et des règles de calcul des actions thermiques agissant sur les bâtiments, les ponts et autres structures, y compris sur leurs éléments structuraux. Elle fournit également les principes relatifs aux revêtements extérieurs et autres éléments rapportés des bâtiments.
(2) Le présent document décrit les variations de température des éléments structuraux. Elle donne des valeurs caractéristiques des actions thermiques utilisables pour le dimensionnement des structures exposées à des variations climatiques journalières et saisonnières.
(3) Le présent document donne également des principes pour les variations de température des éléments structuraux dues à la pose d'asphalte chaud sur les tabliers de ponts.
(4) Le présent document fournit également des principes et des règles pour les actions thermiques agissant sur les structures qui dépendent principalement de leur utilisation (par exemple : tours de refroidissement, silos, réservoirs, installations de stockage d’eau chaude et froide, services de distribution d’eau chaude et froide, etc.).
NOTE L'EN 13084-1 donne des recommandations supplémentaires sur les actions thermiques agissant sur les cheminées.
1.2 Hypothèses
(1) Les hypothèses formulées dans l’EN 1990:2023, 1.2 s'appliquent.
(2) L'EN 1991-1-5 est destiné à être utilisé avec l'EN 1990, les autres parties de l'EN 1991 et les EN 1992 (toutes les parties) à EN 1999 (toutes les parties) pour le calcul des structures.
Evrokod 1 - Vplivi na konstrukcije - 1-5. del: Toplotni vplivi
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
oSIST prEN 1991-1-5:2023
01-maj-2023
Evrokod 1 - Vplivi na konstrukcije - 1-5. del: Toplotni vplivi
Eurocode 1 - Actions on structures - Part 1-5: Thermal actions
Eurocode 1 - Einwirkungen auf Tragwerke - Teil 1-5: Allgemeine Einwirkungen -
Temperatureinwirkungen
Eurocode 1 - Actions sur les structures - Partie 1-5 : Actions thermiques
Ta slovenski standard je istoveten z: prEN 1991-1-5
ICS:
91.010.30 Tehnični vidiki Technical aspects
oSIST prEN 1991-1-5:2023 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
oSIST prEN 1991-1-5:2023
oSIST prEN 1991-1-5:2023
DRAFT
EUROPEAN STANDARD
prEN 1991-1-5
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2023
ICS 91.010.30 Will supersede EN 1991-1-5:2003
English Version
Eurocode 1 - Actions on structures - Part-1-5: General
actions - Thermal actions
Eurocode 1 - Actions sur les structures - Partie 1-5: Eurocode 1 - Einwirkungen auf Tragwerke - Teil 1-5:
Actions générales - Actions thermiques Allgemeine Einwirkungen - Temperatureinwirkungen
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 1991-1-5:2023 E
worldwide for CEN national Members.
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prEN 1991-1-5:2023 (E)
Contents Page
European foreword . 4
Introduction . 5
1 Scope . 8
1.1 Scope of EN 1991-1-5 . 8
1.2 Assumptions . 8
2 Normative references . 8
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 . 10
3.2.2 Latin lower case letters . 11
3.2.3 Greek lower-case letters . 11
4 Design situations . 11
5 Classification of actions . 11
6 Representation of actions . 11
7 Thermal actions on buildings . 12
7.1 General. 12
7.2 Determination of temperatures . 13
7.3 Determination of temperature profiles . 14
8 Thermal actions on bridges . 15
8.1 Bridge decks . 15
8.1.1 Bridge deck types . 15
8.1.2 Consideration of thermal actions . 15
8.1.3 Uniform temperature component . 16
8.1.4 Temperature difference components . 18
8.1.5 Simultaneity of uniform and temperature difference components . 24
8.1.6 Differences in the uniform temperature component between different structural
members . 24
8.2 Bridge piers . 25
8.3 Thermal actions due to hot paving . 25
9 Thermal actions on industrial chimneys, silos, tanks and cooling towers . 26
9.1 General. 26
9.2 Determination of temperature components . 26
9.3 Values of temperature components . 26
9.4 Simultaneity of temperature components . 27
Annex A (normative) Adjustment of shade air temperature for an annual probability p of
being exceeded . 29
A.1 Field of application . 29
A.2 Adjustment using extreme value distribution . 29
Annex B (normative) Vertical temperature differences with various surfacing thickness
using Approach 2 . 31
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B.1 Field of application . 31
B.2 Vertical temperature differences . 31
Annex C (informative) Temperature profiles in buildings and other construction works . 34
C.1 Use of this Informative Annex . 34
C.2 Field of application . 34
C.3 Thermal transmission theory . 34
Bibliography . 36
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European foreword
This document (prEN 1991-1-5:2023) 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 1991-1-5:2005.
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.
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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 structure
— 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 >
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 1991
(1) EN 1991 provides the actions to be considered for the structural design of buildings, bridges and
other civil engineering works, or parts thereof, including temporary structures, in conjunction with
EN 1990 and the other Eurocodes.
(2) The actions on structures, including in some cases geotechnical structures in conjunction with
EN 1997 as appropriate, provided in EN 1991 are intended to be applied in conjunction with the other
Eurocodes for the verification of safety, serviceability and durability, as well as robustness of
structures, including the execution phase.
(3) The application of this document for the verifications mentioned in (2) follows the limit state
principle and is based on the partial factor method, unless explicitly prescribed differently.
(4) EN 1991 does not cover actions for structures in seismic regions, unless explicitly prescribed by
EN 1998. Provisions related to such requirements are given in EN 1998, which complements and is
consistent with EN 1991.
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(5) EN 1991 is also applicable to existing structures for their:
— structural assessment,
— retrofitting (strengthening, repair) design,
— assessment for changes of use.
NOTE In this case additional or amended provisions can be necessary.
(6) EN 1991 is applicable to the design of structures where materials or actions outside the scope of
the other Eurocodes are involved.
NOTE In this case additional or amended provisions can be necessary.
0.3 Introduction to EN 1991-1-5
EN 1991-1-5 gives design guidance for thermal actions arising from climatic and operational
conditions on buildings and civil engineering structures.
Information on thermal actions induced by fire is given in EN 1991-1-2.
EN 1991-1-5 is intended for clients, designers, contractors and relevant authorities.
EN 1991-1-5 is intended to be used with EN 1990, the other Parts of EN 1991 and EN 1992 to 1999 for
the design of structures.
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 1991-1-5
National choice is allowed in this standard where explicitly stated within notes. National choice
includes the selection of values for Nationally Determined Parameters (NDPs).
The national standard implementing EN 1991-1-5 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 standard is to be used.
When no national choice is made and no default is given in this standard, the choice can be specified by
a relevant authority or, where not specified, agreed for a specific project by appropriate parties.
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National choice is allowed in EN 1991-1-5 through notes to the following clauses:
7.3 (1) NOTE 1 8.1.3.3 (5) NOTE 8.1.6 (1) NOTE
7.3 (2) NOTE 1 8.1.4 (2) NOTE 8.2 (3) NOTE
7.3 (3) NOTE 8.1.4 (3) NOTE 8.2 (4) NOTE
7.3 (5) NOTE 8.1.4.2 (2) NOTE 1 8.2 (5) NOTE
7.3 (6) NOTE 8.1.4.2 (2) NOTE 2 9.3 (2) NOTE
8.1.1 (1) NOTE 2 8.1.4.3 (2) NOTE 1 9.3 (3) NOTE
8.1.3.1 (2) NOTE 8.1.4.3 (2) NOTE 3 9.3 (4) NOTE
8.1.3.2 (1) NOTE 8.1.4.4 (2) NOTE A.2 (2) NOTE 1
8.1.3.2 (5) NOTE 8.1.4.5 (1) NOTE A.2 (2) NOTE 3
8.1.3.3 (2) NOTE 8.1.5 (1) NOTE B.2 (1) NOTE 1
8.1.3.3 (3) NOTE 8.1.5 (2) NOTE
National choice is allowed in EN 1991-1-5 on the application of the following informative annex:
— Annex C (informative) Temperature profiles in buildings and other construction works
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 1991-1-5
(1) EN 1991-1-5 gives principles and rules for calculating thermal actions on buildings, bridges and
other structures including their structural members. Principles needed for cladding and other
attachments of buildings are also provided.
(2) This Part describes the changes in the temperature of structural members. Characteristic values of
thermal actions are presented for use in the design of structures which are exposed to daily and
seasonal climatic changes.
(3) This Part also gives principles for changes in the temperature of structural members due to the
paving of hot asphalt on bridge decks.
(4) This Part also provides principles and rules for thermal actions acting in structures which are
mainly a function of their use (e.g. cooling towers, silos, tanks, warm and cold storage facilities, hot and
cold services, etc.).
NOTE Supplementary guidance for thermal actions on chimneys is provided in EN 13084-1.
1.2 Assumptions
The assumptions given in FprEN 1990:2022, 1.2 apply to EN 1991-1-5.
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.
FprEN 1990:2022, Eurocode — Basis of structural and geotechnical design
ISO 2394, General principles on reliability for structures
ISO 3898:2013, Bases for design of structures — Names and symbols of physical quantities and generic
quantities
ISO 8930, General principles on reliability for structures — Vocabulary
3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this European Standard, the definitions given in FprEN 1990:2022, ISO 2394,
ISO 3898:2013 and ISO 8930 and the following apply.
3.1.1
thermal actions
those actions on a structure or a structural member that arise from the changes of temperature fields
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3.1.2
shade air temperature
temperature measured by thermometers placed in a “Stevenson screen” (an instrument shelter which
is ventilated and protected from the solar radiation)
3.1.3
maximum shade air temperature
T
max
value of maximum shade air temperature with an annual probability of exceedance of 0,02 (equivalent
to a mean return period of 50 years), based on the maximum hourly values recorded
3.1.4
minimum shade air temperature
T
min
value of minimum shade air temperature with an annual probability of exceedance of 0,02 (equivalent
to a mean return period of 50 years), based on the minimum hourly values recorded
3.1.5
initial temperature
T
temperature of a structural member at the relevant stage of its restraint (completion) which should be
taken into account during the design to consider movements and /or restraining effects
3.1.6
cladding
parts of the building with protective and/or architectural function which are added after the main
structure is complete
3.1.7
uniform temperature component
temperature, constant over the cross section, which governs the expansion or contraction of a member
or structure
3.1.8
temperature difference component
part of a temperature profile in a structural member representing the temperature difference between
the outer face of the member and any in-depth point
3.2 Symbols and abbreviations
(1) For the purposes of this Part of Eurocode 1, the following symbols, specific to this Part, apply,
together with the general notations given in FprEN 1990:2022.
NOTE The notation used is based on ISO 3898:2013.
(2) A basic list of notations is provided in FprEN 1990:2022, and the additional notations below are
specific to this Part.
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3.2.1 Latin upper-case letters
R thermal resistance of structural member
R thermal resistance at the inner surface
in
R thermal resistance at the outer surface
out
T maximum shade air temperature with an annual probability of exceedance of 0,02
max
(equivalent to a mean return period of 50 years)
T minimum shade air temperature with an annual probability of exceedance of 0,02
min
(equivalent to a mean return period of 50 years)
T maximum shade air temperature with an annual probability of exceedance p (equivalent
max,p
to a mean return period of 1/p)
T minimum shade air temperature with an annual probability of exceedance p (equivalent
min,p
to a mean return period of 1/p)
T uniform temperature
N
T maximum uniform temperature
N.max
T minimum uniform temperature
N.min
T uniform night cooling temperature
N.night
T initial temperature when a structural member is restrained
T the minimum initial bridge temperature from which expansion is considered
0,inf
T the maximum initial bridge temperature from which contraction is considered
0,sup
T air temperature of the inner environment
in
T air temperature of the outer environment
out
ΔT range of initial bridge temperature
ΔT heating (cooling) temperature differences
i
ΔT range of uniform temperature component
N
ΔT maximum expansion range of uniform bridge temperature component
N, exp
ΔT maximum contraction range of uniform bridge temperature component
N, con
ΔT linear temperature difference component
M
ΔT linear temperature difference component (heating)
M,heat
ΔT linear temperature difference component (cooling)
M,cool
ΔT nonlinear part of the temperature difference component
E
ΔT sum of linear temperature difference component and nonlinear part of the temperature
difference component
ΔT difference in the coincident value of uniform temperature between different structural
p
members within a structure
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3.2.2 Latin lower case letters
h height of the cross-section
k coefficient for calculation of maximum (minimum) shade air temperature with an annual
probability of exceedance, p, other than 0,02
k surfacing factor for linear temperature difference component
sur
p annual probability of maximum (minimum) shade air temperature being exceeded
(equivalent to a mean return period of 1/p years)
u, mode and scale parameters of annual maximum (minimum) shade air temperature
c distribution
3.2.3 Greek lower-case letters
λ thermal conductivity
ω reduction factor of uniform temperature component for combination with temperature
N
difference component
ω reduction factor of temperature difference component for combination with uniform
M
temperature component
4 Design situations
(1) Thermal actions shall be determined for the relevant design situation identified in accordance with
FprEN 1990:2022.
(2) The effects of thermal actions shall be allowed for in the design of load bearing members of
structures, either by providing movement joints or by including the effects in design verifications.
5 Classification of actions
(1) Thermal actions shall be classified as variable and indirect actions, as defined within
FprEN 1990:2022.
(2) All values of thermal actions given in this Part are characteristic values, see FprEN 1990:2022.
(3) For design situations where the annual probability of exceedance is other than 0,02 the values of
thermal actions should be derived using the calculation method given in Annex A.
6 Representation of actions
(1) The temperature distribution within an individual structural member should be resolved into the
following four basic components, as illustrated in Figure 6.1:
a) A uniform temperature component, ∆T ;
N
b) A linearly varying temperature difference component about the z-z axis, ΔT ;
MZ
c) A linearly varying temperature difference component about the y-y axis, ΔT ;
MY
d) A nonlinear temperature difference component, ΔT . This results in a system of self-equilibrated
E
stresses which produce no net load effect on the member.
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NOTE 1 Daily and seasonal changes in shade air temperature, solar radiation, re-radiation, etc. result in
variations of the temperature fields within individual members of a structure.
NOTE 2 The magnitude of the thermal actions depends on local climatic conditions, the orientation of the
structure, its overall mass, effects of finishes (e.g. cladding in buildings), and in the case of building structures,
heating and ventilation regimes and thermal insulation.
Key
A Centroid of section
Figure 6.1 — Diagrammatic representation of components of a temperature profile
(2) When materials with different coefficients of linear expansion are used compositely, their
combined thermal response should be taken into account.
NOTE The thermal strains and any thermal stresses resulting from constraint or associated movements
depend on the geometry and boundary conditions of the member being considered and on the physical
properties of the material used.
(3) For the purpose of deriving thermal actions, the relevant material coefficient of linear expansion
should be used.
(4) Values for the coefficient of linear expansion should be obtained from the relevant material specific
Eurocode parts where available.
(5) Where not available in material specific Eurocode parts, values for the coefficient of linear
expansion may be as specified by the relevant authority or, where not specified, as agreed for the
specific project by the relevant parties using reliable published data or verified by tests or more
detailed studies.
7 Thermal actions on buildings
7.1 General
(1) Thermal actions on buildings due to environmental and operational temperatures shall be
considered in the design of buildings where there is a possibility of the ultimate or serviceability limit
states being exceeded due to thermal movements and/or stresses generated as a result of restraint.
NOTE Volume changes and/or stresses due to temperature changes can also be influenced by e.g.:
a) shading from adjacent buildings, effects of orientation (e.g. NE-SW, NW-SE);
b) use of different materials with different thermal expansion coefficients and heat transfer
characteristics;
c) use of different cross-sectional shapes with different uniform temperature.
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(2) In a multi-skin cladding system, the relative movement of the adjacent layers of the envelope
should be considered when specifying brackets, fasteners and other components of the system.
NOTE Where sandwich panels are used as wall or roof cladding, the temperature difference between the
inner and outer metal sheets can be significant giving rise to bending effects in the panels. Further information is
given in EN 14509.
7.2 Determination of temperatures
(1) Thermal actions on buildings due to environmental changes shall be determined by considering
the variation of shade air temperature and solar radiation. Operational effects (due to heating,
technological or industrial processes) shall also be considered where appropriate.
NOTE The location of the building and the structural detailing can also affect the determination of thermal
actions.
(2) Climatic and operational thermal actions on a structural member shall be specified using the
following basic temperature components:
a) A uniform temperature component ∆T is expressed as a uniform difference in temperature
N
∆T = TT – (7.1)
N N0
where
is a uniform temperature over the full area of a structural member due to climatic temperatures
T
N
in winter or summer season and/or due to operational temperatures;
is an initial temperature when a structural member is restrained to be taken into account for
T
consideration of thermal effects in the design of movements and/or restraining effects.
b) A linearly varying temperature component given by the difference ∆T between the temperatures
M
on the outer and inner surfaces of a cross section, or on the surfaces of individual layers.
c) A temperature difference ∆T of different members within a structure given by the difference in
p
uniform temperature components of these parts.
(3) The components ∆T , ΔT , ΔT , T and T should be determined in accordance with the
M p
N N 0
principles provided in 7.3 using regional temperature data relating to the minimum and maximum
shade air temperatures (T and T ).
min max
(4) Values of ∆T and ΔT should take into account the particular operation requirements of the
p
M
structure and may be as specified by the relevant authority or, where not specified, as agreed for the
specific project by the relevant parties.
(5) In addition to ∆∆T, T and ∆T , the local effects of thermal actions should be considered where
NM p
relevant.
NOTE Local effects of thermal actions can be of significance for example at supports or fixings of structural
and cladding elements.
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7.3 Determination of temperature profiles
(1) The uniform temperature T in Formula (7.1) may be assumed to be the average temperature of a
N
structural member. In the case of a composite (or sandwich member), T might be considered as the
N
average temperature across a particular layer.
NOTE 1 The uniform temperature T can be set by the National Annex.
N
NOTE 2 A method for determination of the temperature fields within structural members using the thermal
transmission theory is provided in Annex C.
NOTE 3 When elements of one layer are considered and when the environmental conditions on both sides are
similar, TN can be approximately determined as the average of the coexistent temperatures Tin and Tout of inner
and outer environment.
(2) The temperatures of the inner environment, T and T should be determined.
in out
NOTE 1 The values of temperatures Tin and Tout for rooms with a control of a normal temperature are given in
Table 7.1 (NDP) unless the National Annex gives different values for use in a country. The values of temperatures
in Table 7.1 are based on data for regions between latitudes 45°N and 55°N.
NOTE 2 The temperatures T for the summer season depend on the surface absorptivity and its orientation
out
— the maximum temperature is usually developed for surfaces facing the West, South-West or for
horizontal surfaces,
— the minimum temperature is usually developed for surfaces facing the North (typically half of the
maximum).
Table 7.1 — (NDP) Indicative temperatures for structural members in buildings
T (C°) (Summer) T (C°) (Winter)
Area
N,max N,min
Temperatures Tin of inner
T = 20 T = 25
1 2
environment
Temperatures North-East Bright light surfaces Tmax + 0
T for facing
out
Light coloured surfaces Tmax + 2
buildings members
above the
Dark surfaces Tmax + 4
a)
T
ground level min
South-West Bright light surfaces T + 18
max
facing
Light coloured surfaces T + 30
max
members
Dark surfaces Tmax + 42
Temperatures Tout for
6 –4
underground parts of buildings
a)
For intermediate member orientation, the value may be determined by interpolating the angular
direction.
(3) For rooms for which the temperature control is not provided, a range of operating temperatures
representing realistic upper and lower bound of service conditions should be considered and agreed
with the relevant authority for the specific project.
NOTE The values T1 = 35° C (summer) and T2 = 0° C (winter) can be applied unless the National Annex
gives different values for use in a country·
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(4) For rooms with special temperature conditions (e.g. chilling rooms), the temperature should be as
agreed for a specific project by the relevant parties.
(5) For structural members with a low thermal inertia, the nightly cooling temperature T should
N,night
be considered.
NOTE When no data are available, the value of TN,night = 8° C, unless the National Annex gives a different
value.
(6) For parts of buildings which lay below the level of the surrounding ground, other values may to be
determined.
NOTE The temperatures can be set by the National Annex.
(7) Additional project-specific values for parts of buildings which lay below the level of the
surrounding ground may be as specified by the relevant authority or, where not specified, agreed for a
specific project by the relevant parties.
8 Thermal actions on bridges
8.1 Bridge decks
8.1.1 Bridge deck types
(1) Bridge decks should be classified into one of the following types:
Type 1 Steel deck: – steel box girder
– steel truss or plate girder
Type 2 Composite deck – steel girder and concrete slab
Type 3 Concrete deck – concrete slab
– concrete beam
– concrete box girder
NOTE 1 The “composite decks” considered here are those where the steel members are fully exposed below
the concrete deck soffit.
NOTE 2 The National Annex can specify values of the uniform temperature component and the temperature
difference component for other types or materials of bridges (e.g. aluminium, timber, polymer composites, etc.).
(2) For filler beam decks (see EN 1994-2), the thermal actions defined for concrete decks (Type 3) may
be applied.
(3) Thermal actions for temporary bridges and other reference periods or probabilities of exceedance
(e.g. transient design situations) shall be obtained using the procedure provided in Annex A.
8.1.2 Consideration of thermal actions
(1) Representative values of thermal actions should be assessed by taking into account the uniform
temperature component (see 8.1.3) and the relevant temperature difference components (see 8.1.4).
(2) The following effects should be taken into account where relevant:
— Restraint of associated expansion or contraction due to the type of construction (e.g. portal frame,
arch, elastomeric bearings);
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— Friction at roller or sliding bearings;
— Nonlinear geometric effects (2nd order effects);
— For railway bridges, the effects of interaction between the track and the bridge due
to the variation of the temperature of the deck and of the rails which may induce
supplementary horizontal forces in the rails and bearings.
NOTE For more information, see EN 1991-2.
8.1.3 Uniform temperature component
8.1.3.1 General
(1) The minimum shade air temperature (T ) and the maximum shade air temperature (T ) for the
min max
site shall be derived in accordance with 8.1.3.2.
NOTE The uniform temperature component depends on the minimum and maximum temperature which a
bridge could achieve. This results in a range of uniform temperature changes which, in an unrestrained structure
would result in a change in member length.
(2) The minimum and maximum uniform bridge temperatures T and T should be determined
N.min N.max
for the relevant bridge deck type.
NOTE The minimum and maximum uniform bridge temperatures TN.min and TN.max are given in
Table 8.1 (NDP) unless the National Annex gives different values. Table 8.1 (NDP) is based on typical daily shade
air temperature ranges of 10 °C.
Table 8.1 — (NDP) Maximum and minimum uniform bridge temperature T and T
N,max N,min
Bridge deck type
T T
N,max N,min
T + 16 T – 3
max min
T + 4 T + 4
max min
T + 2 T + 8
max min
(3) For steel truss and plate girders, the maximum values given for Type 1 may be reduced by 3 °C.
8.1.3.2 Shade air temperature
(1) Characteristic values of minimum and maximum shade air temperatures for the site location shall
be obtained.
NOTE Information on minimum and maximum shade air temperatures (e.g. maps of isotherms or tabulated
values) can be found in the National Annex.
(2) Where an annual probability of being exceeded of 0,02 is deemed inappropriate, the minimum
shade air temperatures and the maximum shade air temperatures should be modified in accordance
with Annex A.
(3) Alternative means of determining the minimum and maximum shade air temperatures (e.g. site-
specific analysis or using local meteorological data) may be as specified by the relevant authority or,
where not specified, as agreed for a specific project by the relevant parties to allow for local
conditions.
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NOTE Examples of local conditions are locations where the minimum values diverge from the values given,
such as frost pockets and sheltered low lying areas where the minimum might be substantially lower, or in large
conurbations and coastal sites, where the minimum might be higher than that indicated in the relevant figures.
(4) The characteristic values of shade air temperature should be periodically statistically re-evaluated
to allow for the potential effects of climate change.
(5) Climate change effects may be considered by means of the change factor ∆T in terms of
cc
differences obtained from the analysis of future climate projections. Considering the current
characteristic values of shade air temperatures T / T based on past observations, the updated
Max,k Min,k
' '
values / covering climate change impacts can be obtained as follows
T T
Max,k Max,k
'
TT + max ∆T (8.1)
( )
Max,,kkMax Max,cc
'
TT + min ∆T (8.2)
( )
Min,,kkMin Min,cc
NOTE The framework for the re-evaluation of the characteristic values of shade air temperature, as well the
change factors reflecting the climate change effects can be specified in the National Annex.
8.1.3.3 Uniform bridge temperature component
(1) The values of the minimum (∆T ) and maximum (∆T ) uniform bridge temperature
N,min N,max
components for determination of movements and restraining forces shall be derived from the
) and maximum (T ) shade air temperatures, see 8.1.3.1 (3).
minimum (Tmin max
(2) The initial bridge temperature T should be taken as the temperature of a structural member at the
relevant stage of its restraint (completion).
NOTE In the absence of site specific data, the value of initial bridge temperature T can be given by the mean
value of minimum/maximum shade air temperature ( and ) unless the National Annex gives a
T T
min max
different value.
(3) The effects of both contraction over the range from T down to T , and expansion over the
0,sup N min
range from T up to T , should be considered. Upper and lower bound values of the initial bridge
0,inf N max
temperature (T and T ) should be used given as:
0,sup 0,inf
T TT+ ∆ (8.3)
0,sup 0 0
T T− ∆T (8.4)
0,inf 0 0
∆T is a range of initial bridge temperature.
NOTE The value of ΔT can be set by the National Annex.
(4) As an alternative, upper and lower bound values of the initial bridge temperature (T and T )
0,sup 0,inf
may be as specified by the relevant authority or, where not specified, agreed for a specific project by
the relevant parties.
(5) The characteristic value of the maximum contraction range of the uniform bridge temperature
component, ΔT (see Figure 8.1) should be taken as:
N,con
∆T TT− (8.5)
N,con 0,sup N,min
=
=
=
=
=
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and the characteristic value of the maximum expansion range of the uniform bridge temperature
component, ΔT (see Figure 8.1) should be taken as:
N,exp
∆T T − T (8.6)
N,exp N,max 0,inf
Figure 8.1 — Characteristic value of the maximum contraction (ΔTN,con) and expansion (ΔTN,exp)
range of the uniform bridge temperature component
NOTE The maximum expansion range, and the maximum contraction range of the uniform bridge
temperature component can be set by the National Annex.
8.1.4 Temperature difference components
8.1.4.1 General
(1) The thermal actions that result from a vertical temperature differences through the depth of a
bridge deck shall be taken into account.
NOTE Over a prescribed time period heating and cooling of a bridge deck's upper surface will result in a
maximum heating (top surface warmer) and a maximum cooling (bottom surface warmer) temperature
variation.
(2) In the case of balanced cantilever construction, the influence of the temperature gradient on the
free rotation of the cantilever ends at the time of forming the closure joint between adjacent sections
should be taken into account.
NOTE Values of the initial temperature difference can be set by the National Annex.
(3) The vertical temperature difference component should generally include a nonlinear component.
Either Approach 1 (see 8.1.4.2) or Approach 2 (see 8.1.4.3) should be used.
NOTE The approach to be used can be found in the National Annex.
(4) Where a horizontal temperature difference needs to be considered, a linear temperature difference
component may be assumed in the absence of other information (see 8.1.4.4).
8.1.4.2 Vertical linear component (Approach 1)
(1) The effect of vertical temperature differences should be considered by using an equivalent linear
temperature difference component with ΔT and ΔT . The values ΔT and ΔT should be
M,heat M,cool M,heat M,cool
applied between the top and the bottom of the bridge deck.
(2) The vertical linear component should be defined taking into account different types of bridge decks
and the surfacing thickness.
NOTE 1 For 50 mm surfacing thickness, the values of ΔT and ΔT are given in Table 8.2 (NDP) unless
M,heat M,cool
the National Annex gives different values.
NOTE 2 For other thicknesses of surfacing, a factor ksur is applied. The values of factor ksur are given in
Table 8.3 (NDP) unless the National Annex gives different values.
=
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Table 8.2 — (NDP) Values of linear temperature difference component for different types of
bridge decks for road, pedestrian and railway bridges
Top warmer than
Type of deck Bottom warmer than top
bottom
∆T (°C)
ΔT (°C)
M,cool
M,heat
Type 1: Steel deck 18 13
Type 2: Composite deck 15 18
Type 3: Concrete deck:
- concrete box girder
10 5
- concrete beam
15 8
- concrete slab
15 8
NOTE The values given in the table could be considered as an upper bound values of the linearly
varying temperature difference component for representative sample of bridge geometries.
Table 8.3 — (NDP) Values of k to account for different surfacing thickness
sur
Road, pedestrian and railway bridges
Ty
...
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