FprEN 1991-1-6

SLOVENSKI STANDARD
oSIST prEN 1991-1-6:2024
01-junij-2024
Evrokod 1 - Vplivi na konstrukcije - 1-6. del: Vplivi med gradnjo
Eurocode 1 - Actions on structures - Part 1-6: Actions during execution
Eurocode 1 - Einwirkungen auf Tragwerke - Teil 1-6 : Einwirkungen während der
Bauausführung
Eurocode 1 - Actions sur les structures - Partie 1-6 : Actions en cours d'exécution
Ta slovenski standard je istoveten z: prEN 1991-1-6
ICS:
91.010.30 Tehnični vidiki Technical aspects
oSIST prEN 1991-1-6:2024 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

oSIST prEN 1991-1-6:2024
oSIST prEN 1991-1-6:2024
DRAFT
EUROPEAN STANDARD
prEN 1991-1-6
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2024
ICS 91.010.30 Will supersede EN 1991-1-6:2005
English Version
Eurocode 1 - Actions on structures - Part 1-6: Actions
during execution
Eurocode 1 - Actions sur les structures - Partie 1-6 : Eurocode 1 - Einwirkungen auf Tragwerke - Teil 1-6 :
Actions en cours d'exécution Allgemeine Einwirkungen - Einwirkungen während der
Bauausführung
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 1991-1-6:2024 E
worldwide for CEN national Members.

oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
Contents Page
European foreword . 4
0 Introduction . 5
1 Scope . 8
1.1 Scope of prEN 1991-1-6 . 8
1.2 Assumptions . 8
2 Normative references . 9
3 Terms and definitions and symbols . 10
3.1 Terms and definitions . 10
3.2 Symbols . 11
3.2.1 Latin upper-case letters . 11
3.2.2 Latin lower-case letters. 12
3.2.3 Greek lower-case letters . 12
4 Design situations . 12
5 Classification of actions . 13
5.1 General . 13
5.2 Construction actions . 14
5.3 Actions other than construction actions . 15
6 Characteristic values of actions during execution . 16
6.1 General . 16
6.2 Construction actions . 17
6.2.1 General . 17
6.2.2 Construction actions during the casting of concrete . 19
6.2.3 Imposed deformation actions . 20
6.2.4 Hydration of concrete actions . 20
6.2.5 Actions from handling . 20
6.2.6 Other actions . 20
6.3 Actions other than construction actions . 21
6.3.1 General . 21
6.3.2 Self-weight . 21
6.3.3 Imposed loads . 21
6.3.4 Snow actions. 21
6.3.5 Wind actions . 21
6.3.6 Thermal, shrinkage and ageing actions . 22
6.3.7 Traffic actions . 22
6.3.8 Accidental actions . 22
6.3.9 Actions caused by water . 23
6.3.10 Atmospheric icing actions . 25
6.3.11 Actions from cranes and machines . 25
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
6.3.12 Geotechnical actions . 25
6.3.13 Prestressing actions . 26
6.3.14 Pre-deformation actions. 26
6.3.15 Seismic actions . 26
7 Additional considerations on actions during execution . 26
7.1 Actions induced by imperfections . 26
7.2 Lateral forces for stability verification . 27
7.3 Dynamically applied actions . 27
Annex A (normative) Supplementary rules for buildings during execution . 28
A.1 Use of this Annex . 28
A.2 Scope and field of application . 28
A.3 Combination of snow, wind and construction actions . 28
A.4 Combination of lateral forces and gravitational loads . 28
A.5 Combination of deformations and imperfections . 28
Annex B (normative) Supplementary rules for bridges during execution . 29
B.1 Use of this annex . 29
B.2 Scope and field of application . 29
B.3 Design values of geometrical imperfections over bridge bearings . 29
B.4 Snow actions . 30
B.5 Wind actions . 30
B.6 Accidental actions . 31
B.7 Friction during incremental launching of bridges . 31
Bibliography . 32

oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
European foreword
This document (prEN 1991-1-6:2024) 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 CEN Enquiry.
This document will supersede EN 1991-1-6:2005.
The first generation of EN Eurocodes was published between 2002 and 2007. This document forms
part of the second generation of the Eurocodes, which have been prepared under Mandate M/515
issued to CEN by the European Commission and the European Free Trade Association.
The Eurocodes have been drafted to be used in conjunction with relevant execution, material,
product and test standards, and to identify requirements for execution, materials, products and
testing that are relied upon by the Eurocodes.
The Eurocodes recognize the responsibility of each Member State and have safeguarded their right
to determine values related to regulatory safety matters at national level through the use of
National Annexes.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
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 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 Eurocodes 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 1991 (all parts)
EN 1991 specifies actions 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.
EN 1991 does not cover the specific requirements of actions for seismic design. Provisions related
to such requirements are given in EN 1998 (all parts), which complement and are consistent with
EN 1991.
EN 1991 is also applicable to existing structures for their:
— structural assessment,
— strengthening or repair,
— change of use.
NOTE 1 In these cases additional or amended provisions can be necessary.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
EN 1991 is applicable for the design of structures where materials or actions outside the scope of
the other Eurocodes are involved.
NOTE 2 In this case additional or amended provisions can be necessary.
EN 1991 is subdivided in various parts:
— EN 1991-1-1, Eurocode 1 — Actions on structures — Part 1-1: Specific weight of materials, self-
weight of construction works and imposed loads for buildings
— EN 1991-1-2, Eurocode 1 — Actions on structures — Part 1-2: Actions on structures exposed to
fire
— EN 1991-1-3, Eurocode 1 — Actions on structures — Part 1-3: Snow Loads
— EN 1991-1-4, Eurocode 1 — Actions on structures — Part 1-4: Wind Actions
— EN 1991-1-5, Eurocode 1 — Actions on structures — Part 1-5: Thermal Actions
— EN 1991-1-6, Eurocode 1 — Actions on structures — Part 1-6: Actions during execution
— EN 1991-1-7, Eurocode 1 — Actions on structures — Part 1-7: Accidental actions
— EN 1991-1-8, Eurocode 1 — Actions on structures — Part 1-8: Actions from waves and currents
on coastal structures
— EN 1991-1-9, Eurocode 1 — Actions on structures — Part 1-9: Atmospheric icing
— EN 1991-2, Eurocode 1 — Actions on structures — Part 2: Traffic loads on bridges and other civil
engineering works
— EN 1991-3, Eurocode 1 — Actions on structures — Part 3: Actions induced by cranes and
machines
— EN 1991-4, Eurocode 1 — Actions on structures — Part 4: Silos and tanks
0.3 Introduction to prEN 1991-1-6
prEN 1991-1-6 provides guidance and general rules on the determination of actions relevant for
the design of the execution of buildings and other civil engineering works, including geotechnical
structures.
prEN 1991-1-6 is intended to be used with EN 1990, the other Parts of EN 1991, and EN 1992 to
EN 1999 (all parts) for the design of structures.
prEN 1991-1-6 provides complementary guidance on the application of other Parts of EN 1991
during execution.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
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 prEN 1991-1-6
National choice is allowed by this standard where explicitly stated within notes. National choice
includes the selection of values for Nationally Determined Parameters (NDPs).
The national standard implementing prEN 1991-1-6 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 choice is given in this standard, the choice can be
specified by the relevant authority or, where not specified, agreed for a specific project by the
relevant parties.
National choice is allowed in prEN 1991-1-6 through notes to the following clauses:
6.1(3) 6.2.1(1) 6.2.2(1) 7.4(1)
B.5(2) B.7(2)
National choice is allowed in prEN 1991-1-6 on the application of the following informative
annexes:
None
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.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
1 Scope
1.1 Scope of prEN 1991-1-6
(1) prEN 1991-1-6 provides guidance and general rules on the determination of actions relevant
for the design of buildings and civil engineering works, including geotechnical structures, for their
execution stage.
NOTE Actions for design during execution include those that only arise from execution activities and act
during execution, termed construction actions (for example personnel and hand tools, auxiliary structures,
equipment and elements used during execution), and others that are present during the service life of the
completed structure (for example self-weight, wind, etc.) but which can act differently and/or have different
values during execution.
(2) prEN 1991-1-6 provides guidance and general rules for the determination of actions for the
design of auxiliary structures, elements and equipment used during execution in case they are
designed to the Eurocodes and not to other European Standards.
NOTE Other European Standards (e.g. EN 12810, EN 12811, EN 12812) provide specific rules for certain
types of auxiliary structures, equipment and elements used during execution.
(3) prEN 1991-1-6 gives rules for buildings and bridges during execution to supplement the
provisions in EN 1990.
NOTE For combination rules for execution, see EN 1990.
1.2 Assumptions
(1) The general assumptions given in EN 1990 apply.
(2) The application of this document follows the limit state principle and is based on the partial
factor method, unless explicitly prescribed differently.
(3) The verification of buildings and civil engineering structures in transient design situations is
undertaken in accordance with the Eurocodes, accounting for the interaction with any auxiliary
structures, elements and/or equipment.
(4) When using European product standards covering auxiliary structures, equipment and
elements used during execution, it is assumed that the design basis, design requirements and, if
provided, the safety and operational design limits specified in these product standards are taken
into account.
(5) Adequate planning, documentation, communication, control and supervision are provided
during execution, involving all relevant parties.
NOTE Execution of a structure can involve interaction between several parties from diverse engineering
fields, responsible for the design, fabrication, transportation and execution of different subsystems used
during the execution of a structure.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
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.
EN 1990, Eurocode — Basis of structural and geotechnical design
EN 1991-1-1, Eurocode 1 — Actions on structures — Part 1-1: Specific weight of materials, self-
weight of construction works and imposed loads on buildings
EN 1991-1-3, Eurocode 1 — Actions on structures — Part 1-3: Snow loads
EN 1991-1-4, Eurocode 1 — Actions on structures — Part 1-4: Wind actions
EN 1991-1-5, Eurocode 1 — Actions on structures — Part 1-5: Thermal actions
prEN 1991-1-8, Eurocode 1 — Actions on structures — Part 1-8: Actions from waves and currents on
coastal structures
prEN 1991-1-9, Eurocode 1 — Actions on structures — Part 1-9: Atmospheric icing
EN 1991-2, Eurocode 1 — Actions on structures — Part 2: Traffic loads on bridges and other civil
engineering works
EN 1991-3, Eurocode 1 — Actions on structures — Part 3: Actions induced by cranes and machinery
EN 1992-1-1, Eurocode 2 — Design of concrete structures – Part 1-1: General rules, rules for
buildings, bridges and civil engineering structures
EN 1993-1-1, Eurocode 3 — Design of steel structures — Part 1-1: General rules and rules for
buildings
EN 1993-2, Eurocode 3 — Design of steel structures — Part 2: Steel bridges
EN 1994-1-1, Eurocode 4 — Design of composite steel and concrete structures — Part 1-1: General
rules and rules for buildings
EN 1995-1-1, Eurocode 5 — Design of timber structures — Part 1-1: General rules and rules for
buildings
EN 1997 (all parts), Eurocode 7 — Geotechnical design
EN 1998 (all parts), Eurocode 8 — Design of structures for earthquake resistance
EN 1999-1-1, Eurocode 9 — Design of aluminum structures — Part 1-1: General rules
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this document, the terms and definitions given in EN 1990 and the following
apply.
3.1.1
execution
all activities carried out for the physical completion of the work including procurement, the
inspection and documentation thereof
Note 1 to entry: The term covers work on site; it can also signify the fabrication of parts off site and their
subsequent erection on site.
[SOURCE: EN 1990:2023, 3.1.1.8]
3.1.2
construction works
everything that is constructed or results from construction operations
Note 1 to entry: The term covers both buildings and civil engineering works. It refers to the complete
construction works comprising structural members, geotechnical elements and elements other than
structural.
[SOURCE: EN 1990:2023, 3.1.1.1]
3.1.3
structure
part of the construction works that provides stability, resistance and rigidity to meet the safety,
serviceability and durability requirements
Note 1 to entry: This definition includes structures that comprise one member or a combination of
connected members.
[SOURCE: EN 1990:2023, 3.1.1.2]
3.1.4
construction action
action that only arises from construction operations and only acts during construction phases,
including execution
Note 1 to entry: The term excludes accidental actions.
3.1.5
auxiliary structures and equipment used during execution
any structure and equipment which is part of the structural system that provides the stability,
resistance and rigidity to the construction works during execution, after which, is usually removed
Note 1 to entry: Examples are formwork, propping systems, falsework, retaining walls, cofferdam, bracing,
movable scaffolding systems, launching nose, launching gantries, hydraulic jacks and counterweights.
Note 2 to entry: Auxiliary structures and equipment used during execution can impose actions during
execution on the construction works.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
3.1.6
auxiliary elements used during execution
any element which can only impose actions on the construction works during execution, after
which, is usually removed
Note 1 to entry: An example is scaffolds.
Note 2 to entry: These elements are usually in contact with the construction works during execution but do
not form part of the structural system that provides the stability, resistance and rigidity to the construction
works during execution.
Note 3 to entry: These elements can only impose actions throughout execution, e.g. permanent, variable or
fatigue actions as well as accidental actions, namely by the weight of the elements, by the wind acting on the
elements or by collapsing onto the construction works.
3.1.7
supported construction
structural members or parts of the structure being executed or other items in temporary states,
which are supported by an auxiliary structure or equipment used during execution
3.1.8
general scour depth
scour depth due to river flow, independently of the presence of an obstacle (scour depth depends
on the flood magnitude)
3.1.9
local scour depth
scour depth due to water vortices next to an obstacle such as a bridge pier
3.2 Symbols
For the purposes of this document, the following symbols apply in addition to those given in
EN 1990, as relevant.
3.2.1 Latin upper-case letters
A
area of obstruction (accumulation of debris)
deb
F
deb horizontal forces exerted by the accumulation of debris
F
cb,k characteristic values of concentrated execution loads Qcb
F
horizontal forces exerted by currents on a vertical surface
wa
Q
construction actions (general symbol)
c
Q
construction action due to working personnel and hand tools
ca
Q
construction action due to storage of moveable items
cb
Q
cc construction action due to auxiliary structures, equipment and elements used during execution in
position for use
Q
construction action due to heavy vehicles and heavy moveable auxiliary structures, equipment
cd
and elements used during execution usually wheeled or tracked
Q
construction action from the accumulation of waste materials
ce
Q
other construction actions
cf
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
3.2.2 Latin lower-case letters
b width of an immersed object
h water depth
k shape factor for an immersed object
k debris density parameter
deb
p flowing water pressure, which may be current water
q action Q
characteristic values of the uniformly distributed loads representing construction ca
ca,k
q action Q
characteristic values of the uniformly distributed loads representing construction cb
cb,k
q action Q
characteristic values of the uniformly distributed loads representing construction cc
cc,k
v
is the maximum speed of the current, in m/s
wa
3.2.3 Greek lower-case letters
ρ
density of water
wa
µ
minimum coefficient of friction
min
µ
maximum coefficient of friction
max
4 Design situations
(1) Design situations shall be selected appropriately to reflect the operational conditions foreseen
during the execution of the structure, including any revisions to the execution processes.
NOTE 1 For the selection of design situations, see EN 1990:2023, 5.2.
NOTE 2 Operational conditions during execution depends on several factors including methods,
techniques and/or sequences of execution, structural solution, location of the structure.
NOTE 3 Depending on the execution methods used, there can be an instantaneous application of actions
resulting in significant effects. For example, when complete bridge spans are assembled at ground level and
lifted or slid into place (e.g. in pre-cast bridges built by the full span method), or in a concrete bridge deck
when all the loads are transferred instantaneously to the foundations once the temporary supports are
removed.
NOTE 4 The effects of a specific action, as well as the stiffness and resistance of the structural system, can
be very different during execution from the corresponding values used in the design of the completed
structure.
(2) The relevant design situations should be selected considering whether they apply to the overall
structure, to the part of the structure being executed, to the auxiliary structure, to the equipment
used during execution or to individual structural members.
(3) During execution, all critical load cases in each relevant design situation shall be identified.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
NOTE When assessing critical load cases during execution, aspects to consider can include:
— evolution of the structural system (e.g. joining; addition, removal or movement of supports; connections,
members, parts of the structure; auxiliary structure and equipment used during execution);
— changes to the geometrical configuration of the structure (e.g. from the longitudinal and transversal
slopes, plan curvature of a bridge deck and from the slope of the foundation ground);
— second order effects (e.g. in high-rise buildings and slender bridge piers); and
— local effects (e.g. in bridges built by incremental launching method).
(4) Design situations involving fatigue should be considered in specific cases such as structures
exposed to galloping, aeroelastic instability, vortex excitation and other resonance wind action
effects, as well as structures or parts of structures that can be reused multiple times.
(5) Design situations involving fatigue may, in general, be neglected in the design of structures that
have short design service lives (i.e. typically less than one year).
(6) Where appropriate, the design should be updated using data obtained by structural monitoring
and material testing during the execution stages.
NOTE Typical examples are measuring of deflections and cable forces in the case of incrementally
launched, balanced cantilevered and cable stayed bridges.
5 Classification of actions
5.1 General
(1) All relevant actions to be considered during the execution of a structure shall be identified and
classified for each selected design situation [see EN 1990 and relevant parts of EN 1991 (all parts),
except EN 1991-1-2 and EN 1991-4), EN 1997 (all parts) and EN 1998 (all parts)].
NOTE 1 The identification and classification of the relevant actions to be considered during the execution
of a structure are dependent on the methods, techniques and/or sequences of execution, structural solution,
location of the structure, etc.
NOTE 2 The identification and classification of actions during the execution also depends on the type of
structure under consideration. Relevant actions for the design of the structure being executed can arise from
auxiliary structures, equipment and elements used during execution (e.g. weight of equipment, actions due
to friction, hoisting and climbing). Conversely, relevant actions for the design of auxiliary structures and
equipment used during execution can arise from the execution of the structure (e.g. creep, shrinkage,
hydration and prestressing actions on reinforced concrete structures).
(2) During execution, actions may have more than one classification depending on the design
situation. Different classifications for the same action should be as specified by the relevant
authority or, where not specified, agreed for a specific project by the relevant parties.
NOTE For example, wind is classified as a variable action if a threshold wind speed is specified during
casting of a concrete structural member. Wind is treated as an accidental action if wind speed values higher
than the specified threshold value can occur during concrete casting. In such a case, wind actions are to be
combined with the concrete casting actions in an accidental design situation. For threshold values, see 6.1(4).
(3) For the design of the auxiliary structures and equipment used during execution, the self-weight
of the supported construction should be treated as a variable action when its effects are
unfavourable and its value varies over time during execution stages.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
NOTE Before hardening, the self-weight of the concrete acts as a construction action and is classified as
a variable action. After hardening, the self-weight of the concrete acts as an action other than a construction
action and is classified as a permanent action. Alternatively, and as a conservative simplification, the self-
weight of the concrete can be considered to always act as a construction action and to always be classified as
a variable action.
5.2 Construction actions
(1) Construction actions shall be identified and classified for each selected design situation.
NOTE Table 5.1 provides guidance on the classification of construction actions.
Table 5.1 — Guidance on the classification of construction actions
Related Action Classification
clause in this
document
Variation Origin Spatial Nature
in time variation
6.2 Personnel and Variable Direct Free Static / dynamic
hand tools
6.2 Storage of Variable Direct Free Static / dynamic
movable items
6.2 Auxiliary Variable Direct Fixed / Free Static / dynamic
structures,
equipment and
elements used
during execution
6.2 Heavy vehicles Variable Direct Free Static / dynamic
and heavy
moveable
auxiliary
structures,
equipment and
elements used
during execution
6.2 Accumulation of Variable Direct Free Static / dynamic
waste materials
6.2 Other Permanent / Direct Fixed / free Static / dynamic
variable
NOTE Examples of construction actions that can be classified as “Other”: effects from temporary
supports, temporary hangers or suspension devices, actions from temporary prestressing, hydration of
concrete, imposed deformations, handling, certain actions occurring during casting of fresh concrete.
(2) When construction actions are classified as fixed, tolerances for possible deviations from the
theoretical position should be used as specified by the relevant authority or, where not specified,
may be agreed for a specific project by the relevant parties.
(3) When construction actions are classified as free, limits of the area where they can be moved or
positioned should be used as specified by the relevant authority or, where not specified, may be
agreed for a specific project by the relevant parties.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
5.3 Actions other than construction actions
(1) Actions other than construction actions shall be identified and classified for each selected
design situation.
NOTE Table 5.2 provides guidance on the classification of actions other than construction actions.
Table 5.2 — Guidance on the classification of actions other than construction actions
Related Action Classification
clause in this
Variation in time Origin Spatial Nature
document
variation
a
6.3.1 Self-weight Permanent/ variable Direct Fixed / free Static
6.3.2 Imposed loads Variable / accidental Direct Free Static / dynamic
6.3.3 Snow Variable / accidental Direct Fixed Static / dynamic
6.3.4 Wind Variable / accidental Direct Fixed Static / dynamic
6.3.5 Thermal Variable Indirect Fixed Static
6.3.6 Shrinkage and Permanent Indirect Free Static
ageing
6.3.7 Traffic Variable / accidental Direct Free Static / dynamic
6.3.8 Accidental Accidental Direct / Indirect Free Static / dynamic
b
6.3.9 Water Permanent/ Direct Fixed / free Static / dynamic
variable/
Accidental
6.3.10 Atmospheric icing Variable / accidental Direct Fixed Static / dynamic
6.3.11 From cranes and Variable / accidental Direct Fixed / free Static / dynamic
c
machines
d
6.3.12 Geotechnical Permanent / Direct / Indirect Fixed Static
variable
e
6.3.13 Prestressing Permanent / Direct Fixed Static
variable
6.3.14 Pre- deformations Permanent / Indirect Free Static
variable
6.3.15 Seismic Variable / accidental Direct Free Dynamic
a
For the classification of the self-weight of structural members and elements other than structural, see
EN 1991-1-1.
b
For the classification of water actions, see other parts of EN 1991 and EN 1997-1.
c
For the classification of actions from cranes and machines, see EN 1991-3.
d
For the classification of geotechnical actions, see EN 1997-1.
e
Prestressing actions should be classified as permanent actions, unless in localized regions (e.g. anchor region
and other discontinuities regions) where they cause significant unfavourable effects, in which case they should
be classified as variable actions. For guidance on how to apply the “single source principle” to prestressing
actions, see EN 1990.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
6 Characteristic values of actions during execution
6.1 General
(1) The characteristic value of a climatic action should be determined considering the anticipated
duration of the execution activity under analysis.
NOTE 1 The characteristic value of a climatic action is determined from the guidance provided in Table 6.1
(NDP) unless the National Annex gives different guidance.
NOTE 2 For rules on updating the probabilistic model to determine the characteristic value of a climatic
action, see the relevant part of EN 1991.
Table 6.1(NDP) — Guidance for the determination of the characteristic values of the
climatic actions
Duration of the activities Method for determining characteristic values
≤ 5 days The characteristic values are determined based on reliable
meteorological data covering a period that extends over the
entire planned maximum duration of the activity under analysis.
≤ 1 year (but > 5 days) The characteristic values are taken as specified in the applicable
part of EN 1991 (i.e. based on an annual probability of
exceedance of 0,02), accounting, when applicable, for seasonal
variations by seasonal factors.
> 1 year The characteristic values are taken as specified in the applicable
part of EN 1991 (i.e. based on an annual probability of
exceedance of 0,02), but neglecting seasonal factors.
(2) Threshold values (or a range of values) of a specific climatic action may be used if specified by
the relevant authority and agreed for a specific project by the relevant parties.
NOTE Providing a threshold value (or a range of values) of a climatic action can be relevant in cases
where the decision to start or continue an execution activity is made dependent on checking whether values
of that action meet the threshold value.
(3) When determining actions for the design of structures or parts of structures that can be
dismantled in order to be reused, such as certain auxiliary structures and equipment used during
execution, the reference period introduced in subclause 6.1 (1) shall be equal to their design service
life, taking account of the intended maximum number of reuses of each structure and inspection
and maintenance between uses.
NOTE EN 1990:2023, Annex C gives rules to determine equivalent reliability requirements for different
periods, e.g. target reliability values defined for one year that are equivalent to target reliability values
defined for the design service life.
(4) The combination rules for buildings during execution given in Annex A, which
complement those given in EN 1990, shall be followed.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
6.2 Construction actions
6.2.1 General
(1) Characteristic values of construction actions, including vertical and horizontal components
where relevant, shall be determined according to EN 1990, taking into account the different
execution stages, as appropriate.
NOTE 1 The characteristic values of construction actions, Qc, can be obtained from Table 6.2(NDP), unless
the National Annex specifies different values.
NOTE 2 The characteristic values of construction actions on certain auxiliary structures and elements
used during execution are as specified in other European Standards (e.g. EN 12810, EN 12811, EN 12812).
Table 6.2 (NDP) — Representation of construction actions (Q ) and characteristic values
c
Construction actions Representation Characteristic value
Type Symbol Examples
Personnel, and Q Working personnel, Modelled as a q = 1,0 kN/m
ca ca,k
hand tools staff and visitors, uniformly distributed
possibly with hand load and applied to
tools or other small cause the most
site equipment. unfavourable effects.
Guidance can be
Modelled as free
found in other parts
actions. Represented
Building and
of EN 1991.
as appropriate by
execution materials,
(not acting
For bridges:
precast elements,
simultaneously):
Storage of movable — q ≥ 0,2 kN/m ;
cb,k
Q auxiliary structures,
cb
— a uniformly
items
— F ≥ 100 kN
cb,k
equipment and
distributed load
Where F may be
cb,k
elements used during
q ;
cb
applied over a
execution, vehicles.
— a concentrated
nominal area for
load Fcb.
detailed design.
Information on these
Formwork panels,
actions should be
scaffolding,
obtained from the
falsework,
supplier with due
Auxiliary
machinery,
consideration of the
structures,
containers, travelling
dynamic effects.
equipment and
Q forms, launching q ≥ 0,5 kN/m
cc cc,k
elements used
Unless more accurate
girders, self-climbing
during execution in
information is
formwork,
position for use
available, the actions
counterweights,
may be modelled by a
bearings, hydraulic
uniformly distributed
jacks.
load.
Heavy vehicles and Information on these
heavy moveable Cranes, lifts, vehicles, actions should be
Guidance can be
auxiliary structures, lift trucks, power obtained from the
Q found in other parts
cd
equipment and installations, heavy supplier, with due
of EN 1991.
elements used hoisting devices. consideration of the
during execution dynamic effects.
oSIST prEN 1991-1-6:2024
prEN 1991-1-6:2024 (E)
Construction actions Representation Characteris
...