EN 1991-1-1:2025
(Main)Eurocode 1 - Actions on structures - Part 1-1: Specific weight of materials, self-weight of construction works and imposed loads for buildings
Eurocode 1 - Actions on structures - Part 1-1: Specific weight of materials, self-weight of construction works and imposed loads for buildings
(1) EN 1991-1-1 gives rules on the following aspects related to actions, which are relevant to the structural design of buildings and civil engineering works including some geotechnical aspects:
- specific weight of construction materials and stored materials;
- self-weight of construction works;
- imposed loads for buildings.
(2) Mean values for specific weight of specific construction materials, additional materials for bridges, stored materials and products are given. In addition, for specific materials and products the angle of repose is provided.
(3) Methods for the assessment of the characteristic values of self-weight of construction works are given.
(4) Characteristic values of imposed loads are given for the following areas in buildings according to the category of use:
- residential, social, commercial and administration areas;
- areas for archive, storage and industrial activities;
- garage and vehicle traffic areas (excluding bridges);
- roofs;
- stairs and landings;
- terraces and balconies.
NOTE The loads on traffic areas given in this standard refer to vehicles up to a gross vehicle weight of 160 kN. Further information can be obtained from EN 1991-2.
(5) Characteristic values of horizontal imposed loads on parapets and partition walls acting as barriers are provided.
NOTE Forces due to vehicle impact are specified in EN 1991-1-7 and EN 1991-2.
1.2 Assumptions
(1) The general assumptions of EN 1990 apply.
(2) EN 1991-1-1 is intended to be used with EN 1990, the other parts of EN 1991 and the other Eurocode parts for the design of structures.
Eurocode 1 - Einwirkungen auf Tragwerke - Teil 1-1: Wichte von Baustoffen und Lagergütern, Eigengewicht von Bauwerken und Nutzlasten im Hochbau
1.1 Anwendungsbereich von EN 1991-1-1
(1) EN 1991-1-1 enthält zu den folgenden Aspekten im Zusammenhang mit Einwirkungen Regelungen, die für den Entwurf und die Bemessung von Tragwerken für Hoch- und Ingenieurbauten einschließlich einiger geotechnischer Gesichtspunkte von Bedeutung sind:
- Wichten von Baustoffen und Lagergütern;
- Eigengewicht von Bauwerken;
- Nutzlasten im Hochbau.
(2) Es werden Mittelwerte für die Wichte bestimmter Baustoffe, zusätzlicher Werkstoffe für Brücken, Lagergüter und Produkte angegeben. Des Weiteren werden für bestimmte Schüttgüter und Produkte die Böschungswinkel angegeben.
(3) Für die Bestimmung der charakteristischen Werte des Eigengewichtes von Bauwerksteilen und Bauwerken werden Verfahren angegeben.
(4) Charakteristische Werte für Nutzlasten werden entsprechend der Nutzungskategorie für die folgenden Bereiche in Hochbauten angegeben:
- Wohnungen, Versammlungsräume, Geschäfts- und Verwaltungsräume;
- Archive, Lagerflächen und Flächen für industrielle Nutzung;
- Parkhäuser und Bereiche mit Fahrzeugverkehr (ausgenommen Brücken);
- Dächer;
- Treppen und Podeste;
- Terrassen und Balkone.
ANMERKUNG Die in dieser Norm angegebenen Lasten für Bereiche mit Fahrzeugverkehr beziehen sich auf Fahrzeuge mit einem Gesamtgewicht bis 160 kN. Weitere Angaben können EN 1991-2 entnommen werden.
(5) Charakteristische Werte für horizontale Nutzlasten an Brüstungen und Barrieren werden angegeben.
ANMERKUNG Anpralllasten für Fahrzeuge sind in EN 1991-1-7 und EN 1991-2 festgelegt.
1.2 Annahmen
(1) Es gelten die allgemeinen Annahmen von EN 1990.
(2) Es ist Intention, dass EN 1991-1-1 zusammen mit EN 1990, den weiteren Teilen von EN 1991 und den anderen Teilen des Eurocode für die Tragwerksplanung angewendet wird.
Eurocode 1 - Actions sur les structures - Partie 1-1 : Poids volumiques des matériaux, poids propre des ouvrages de construction et charges d’exploitation applicables aux bâtiments
1.1 Domaine d'application de l'EN 1991-1-1
(1) L’EN 1991-1-1 donne des règles pour les aspects suivants relatifs aux actions, qui portent sur le calcul structural des bâtiments et des ouvrages de génie civil, y compris certains aspects géotechniques :
- poids volumique des matériaux de construction et matériaux stockés ;
- poids propre des ouvrages ;
- charges d'exploitation pour les bâtiments.
(2) Des valeurs moyennes sont données pour le poids volumique de matériaux de construction spécifiques, de matériaux supplémentaires pour les ponts, et de matériaux et produits stockés. En outre, pour des matériaux et produits spécifiques, l'angle de talus naturel est donné.
(3) Les méthodes d'évaluation des valeurs caractéristiques du poids propre des ouvrages sont données.
(4) Les valeurs caractéristiques des charges d'exploitation sont données pour les zones de bâtiment suivantes en fonction de la catégorie d'usage :
- zones résidentielles, sociales, commerciales et administratives ;
- espaces d'archivage et de stockage, et surfaces affectées à des activités industrielles ;
- garages et aires de circulation accessibles aux véhicules (hors ponts) ;
- toitures ;
- escaliers et paliers ;
- terrasses et balcons.
NOTE Les charges sur les aires de circulation données dans la présente norme concernent les véhicules d'un poids total autorisé en charge ne dépassant pas 160 kN. Des informations complémentaires peuvent être obtenues dans l’EN 1991-2.
(5) Les valeurs caractéristiques sont données pour les charges d’exploitation horizontales sur les garde-corps et les murs de séparation agissant comme barrières.
NOTE Les forces dues aux chocs de véhicules sont spécifiées dans l'EN 1991-1-7 et l’EN 1991-2.
1.2 Hypothèses
(1) Les hypothèses générales données dans l’EN 1990 s'appliquent.
(2) L'EN 1991-1-1 est destinée à être utilisée avec l’EN 1990, les autres parties de l’EN 1991 et les autres parties de l'Eurocode pour le calcul des structures.
Evrokod 1 - Vplivi na konstrukcije - 1-1. del: Specifična teža materialov, lastna teža konstrukcijskih del in koristne obtežbe stavb
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
oSIST prEN 1991-1-1:2023
01-maj-2023
Eurocode 1 - Vplivi na konstrukcije - 1-1. del: Specifična teža materialov, lastna
teža konstrukcijskih del in koristne obtežbe stavb
Eurocode 1 - Actions on structures - Part 1-1: Specific weight of materials, self-weight of
construction works and imposed loads on buildings
Eurocode 1 - Einwirkungen auf Tragwerke - Teil 1-1: Allgemeine Einwirkungen - Wichte
von Baustoffen und Lagergütern, Eigengewicht von Bauwerken und Nutzlasten im
Hochbau
Eurocode 1 - Actions sur les structures - Partie 1-1 : Poids spécifique des matériaux,
poids propre des ouvrages et charges d’exploitation des bâtiments
Ta slovenski standard je istoveten z: prEN 1991-1-1
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.040.01 Stavbe na splošno Buildings in general
oSIST prEN 1991-1-1:2023 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
oSIST prEN 1991-1-1:2023
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DRAFT
EUROPEAN STANDARD
prEN 1991-1-1
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2023
ICS 91.010.30 Will supersede EN 1991-1-1:2002
English Version
Eurocode 1 - Actions on structures - Part 1-1: General
actions - Specific weight of materials, self-weight of
construction works and imposed loads for buildings
Eurocode 1 - Actions sur les structures - Partie 1-1: Eurocode 1 - Einwirkungen auf Tragwerke - Teil 1-1:
Actions générales - Poids volumiques, poids propres, Allgemeine Einwirkungen auf Tragwerke - Wichten,
charges d'exploitation bâtiments Eigengewicht und Nutzlasten im Hochbau
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 1991-1-1:2023 E
worldwide for CEN national Members.
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prEN 1991-1-1:2023 (E)
Contents Page
European foreword . 4
Introduction . 5
1 Scope . 7
1.1 Scope of EN 1991-1-1 . 7
1.2 Assumptions . 7
2 Normative references . 8
3 Terms, definitions and symbols . 8
3.1 Terms and definitions . 8
3.2 Symbols and abbreviations . 10
3.2.1 Latin upper-case symbols . 10
3.2.2 Latin lower-case symbols . 10
3.2.3 Greek lower-case symbols . 11
4 Specific weight of construction and stored materials . 11
5 Self-weight of construction works . 11
5.1 Design situations . 11
5.2 Classification . 12
5.3 Representation of actions . 12
5.4 Characteristic values of self-weight . 12
5.4.1 General . 12
5.4.2 Additional provisions for buildings. 13
5.4.3 Additional provisions for bridges . 13
6 Imposed loads on buildings . 14
6.1 Design situations . 14
6.2 Classification . 14
6.2.1 General . 14
6.2.2 Additional provisions for dynamic actions . 15
6.3 Representation of actions . 15
6.4 Load arrangements . 15
6.4.1 Floors, beams and roofs . 15
6.4.2 Columns and walls . 15
6.5 Characteristic values of imposed loads . 16
6.5.1 Field of application . 16
6.5.2 Categories of use and characteristic values. 16
6.5.3 Residential, social, commercial and administration areas (categories A to D) . 19
6.5.4 Areas for archive, storage and industrial activities (category E) . 22
6.5.5 Garages and vehicle traffic areas excluding ordinary roads and bridges (categories F
and G) . 25
6.5.6 Roofs (categories H to K) . 25
6.5.7 Stairs and landings (category S) . 26
6.5.8 Terraces and balconies (category T) . 26
6.6 Parapets, partition walls acting as barriers, balustrades and guard rails . 26
6.6.1 General . 26
6.6.2 Horizontal loads . 26
6.6.3 Vertical loads . 27
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Annex A (informative) Tables for mean values of specific weight of construction materials,
and mean values of specific weight and angles of repose for stored materials . 28
A.1 Use of this Annex . 28
A.2 Scope and field of application . 28
A.3 Construction materials . 28
A.4 Stored materials . 34
Bibliography . 42
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European foreword
This document (prEN 1991-1-1:2023) 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 1991-1-1:2002.
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 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 1991 (all parts)
(1) EN 1991 specifies actions for the structural and geotechnical 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) 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.
(3) EN 1991 is also applicable to existing structures for:
— structural assessment,
— strengthening or repair,
— change of use.
NOTE In these cases additional or amended provisions can be necessary.
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(4) EN 1991 is also applicable for 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 1991-1-1
EN 1991-1-1 gives rules on the following aspects related to actions, which are relevant to the structural
design of buildings and civil engineering works including some geotechnical aspects:
— specific weight of construction materials and stored materials;
— self-weight of construction works; and
— imposed loads for buildings.
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 1991-1-1
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 1991-1-1 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.
National choice is allowed in EN 1991-1-1 through the following clauses:
5.4.3 (1) 5.4.3 (2) – 2 choices 5.4.3 (3) 5.4.3 (4)
5.4.3 (5) 6.2.2 (2) 6.5.2 (1) 6.5.2 (2)
6.5.3.1 (2) 6.5.3.1 (3) 6.5.3.2 (2) 6.5.3.2 (5)
6.5.3.2 (6) 6.5.3.2 (7) 6.5.3.4 (3) – 3 choices 6.5.6.1 (1)
6.5.6.2 (1) – 2 choices 6.5.6.3 (1) 6.6.2 (1) – 2 choices 6.6.2 (2)
National choice is allowed in EN 1991-1-1 on the application of the following informative annexes:
— 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 1991-1-1
(1) EN 1991-1-1 gives rules on the following aspects related to actions, which are relevant to the
structural design of buildings and civil engineering works including some geotechnical aspects:
— specific weight of construction materials and stored materials;
— self-weight of construction works;
— imposed loads for buildings.
(2) Mean values for specific weight of specific construction materials, additional materials for bridges,
stored materials and products are given. In addition, for specific materials and products the angle of
repose is provided.
(3) Methods for the assessment of the characteristic values of self-weight of construction works are given.
(4) Characteristic values of imposed loads are given for the following areas in buildings according to the
category of use:
— residential, social, commercial and administration areas;
— areas for archive, storage and industrial activities;
— garage and vehicle traffic areas (excluding bridges);
— roofs;
— stairs and landings;
— terraces and balconies.
NOTE The loads on traffic areas given in this standard refer to vehicles up to a gross vehicle weight of 160 kN.
Further information can be obtained from prEN 1991-2:2021.
(5) Characteristic values of horizontal loads on parapets and partition walls acting as barriers are
provided.
NOTE Forces due to vehicle impact are specified in EN 1991-1-7 and prEN 1991-2:2021.
1.2 Assumptions
(1) The general assumptions of FprEN 1990:2022 apply.
(2) EN 1991-1-1 is intended to be used with EN 1990, the other Parts of EN 1991 and the other Eurocode
parts for the design of structures.
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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
3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this document, the terms and definitions provided in EN 1990 and the following
apply.
3.1.1
specific weight
overall weight per unit volume of a material, including a normal distribution of micro-voids, voids and
pores
Note 1 to entry: In everyday usage this term is frequently called to “density” (which is strictly mass per unit
volume).
3.1.2
angle of repose
angle which the natural slope of the sides of a heaped pile of loose material makes to the horizontal
3.1.3
gross vehicle weight
self-weight of the vehicle together with the maximum weight of the goods it is permitted to carry
3.1.4
partitions
non-load bearing walls
3.1.5
tributary area
area whose loading is assumed to contribute to the loading on the structural member supporting that
area
Note 1 to entry: The tributary area can change depending on the support conditions. An example of tributary
areas for a beam supporting two single span one-way decks is given in Figure 3.1. An example of tributary areas for
columns is given in Figure 3.2, which takes account of the continuity effects of the slab.
Note 2 to entry: On each floor, the sum of tributary areas equals the total area of the slab.
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Key
A tributary area related to beam 1-2
1-2
A tributary area related to beam 2-3
2-3
Figure 3.1 — Example of tributary area related to a beam (slabs are only spanning over one bay)
Key
A1 tributary area related to column 1
A2 tributary area related to column 2
A tributary area related to column 3
Figure 3.2 — Example of tributary area related to columns supporting a slab (two way spanning)
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3.1.6
imposed loads on buildings
loads arising from occupancy
3.1.7
synchronised rhythmic crowd load
load induced by coordinated jumping and stamping, e.g. by spectators on grandstands at sporting events
and concerts, coordinated jumping or dancing at fitness centres or similar
Note 1 to entry: Structures with elements subject to dancing and jumping are liable to inadvertent or deliberate
synchronized movement of occupants, sometimes accompanied by music with a strong beat, such as occurs at pop
concerts and aerobics events.
3.1.8
grandstand
large, often roofed structure that can include standing and/or seated accommodation for spectators at
sporting or other events
3.1.9
stage
structure that includes a performance area, which is used for a wide variety of functions at public and
private events
3.2 Symbols and abbreviations
(1) For the purposes of this document, the following symbols apply.
3.2.1 Latin upper-case symbols
A tributary area
A defined area for the application of q on roofs
ref k
G lower characteristic value of a permanent action
k,inf
G upper characteristic value of a permanent action
k, sup
Q characteristic value of a variable concentrated action
k
Q characteristic value of a dynamic action
k,dyn
Q self-weight of movable partitions
k,p
3.2.2 Latin lower-case symbols
g weight per unit area, or weight per unit length
k
l overall length of a forklift
n number of storeys
q characteristic value of a uniformly distributed load, or line load
k
q characteristic value of the uniformly distributed load representing partitions
k,p
w width of axle relevant to a forklift
f,axle
w overall width of a forklift
f,overall
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3.2.3 Greek lower-case symbols
α reduction factor for imposed loads for floors and accessible roofs
A
α reduction factor for imposed loads for columns and walls
n
γ specific weight
φ dynamic amplification factor
ψ0 combination factor applied to a variable action to determine its combination value (see
FprEN 1990:2022)
ϕ angle of repose (degrees)
4 Specific weight of construction and stored materials
(1) Characteristic values of specific weight of construction and stored materials should be specified.
(2) Mean values should be used as characteristic values unless cases (4) and (5) occur.
NOTE Annex A gives mean values for specific weight and angles of repose for stored materials and products.
(3) When a range is given in Annex A, the selection of the appropriate mean values for specific weight
and angles of repose may be as agreed for a specific project by the relevant parties.
NOTE When a range is given, it is assumed that the mean value will be highly dependent on the source of the
material.
(4) For materials which are not covered by the Tables in Annex A (e.g. new and innovative materials), the
characteristic value of the specific weight should be determined in accordance with FprEN 1990:2022,
6.1.2.2.
(5) Where materials are used with a significant scatter of specific weights e.g. due to their source, water
content, the characteristic value of the specific weights should be assessed in accordance with
FprEN 1990:2022, 6.1.2.2.
(6) Specific weights derived from direct measurements and tests may be used.
NOTE Further information about testing and statistical evaluations is given in FprEN 1990:2022, Annex D.
5 Self-weight of construction works
5.1 Design situations
(1) The self-weight of the structure or structural member shall be determined for each relevant design
situation.
NOTE For the selection of design situations see FprEN 1990:2022, 5.2.
(2) Where elements other than structural are classified as permanent actions, the total self-weight
(including both structural members and elements other than structural) should be treated as a single
action when introducing relevant combinations of actions according to the single source principle.
NOTE 1 For the classification of self-weight of elements other than structural, see 5.2 (2).
NOTE 2 For the single source principle, see FprEN 1990:2022, 6.1.1.
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(3) For areas where it is intended to remove, add or modify structural members or elements other than
structural, the load-effect of the intended removal, modification or addition shall be incorporated in the
load cases where applicable.
NOTE See EN 1991-1-6 for removals, modifications or additions during execution.
(4) When a water action is classified as permanent, the water level shall be taken into account for the
relevant design situations.
NOTE See FprEN 1990:2022 for classification of water actions and EN 1997 (all parts) for additional
information about treatment of groundwater.
(5) The moisture content of bulk materials should be considered where appropriate in design situations
of buildings used for storage purposes.
NOTE The values for the specific weight provided in Annex A are for materials in the dry state.
(6) Variations in moisture content and variation in depth, which can be caused by uncontrolled
accumulation during the design service life of the structure, should be considered when dealing with
loads due to ballast and earth loads, see 4 (5).
NOTE For detailed information on earth pressures, see prEN 1997-3.
5.2 Classification
(1) The self-weight of structural members shall be classified as a permanent fixed action.
NOTE For the classification of actions, see FprEN 1990:2022, 6.1.1.
(2) The self-weight of elements other than structural should be classified as a permanent action, either
fixed or free as relevant.
NOTE Elements other than structural are typically classified as permanent actions, but there can be cases
where it is relevant to classify them as variable actions, see for 6.5.3.1 for a simplified approach for the treatment
of partitions as imposed loads.
5.3 Representation of actions
(1) The self-weight of the construction works should in most cases be represented by a single
characteristic value.
NOTE FprEN 1990:2022, 6.1.2.2 clarifies when a permanent action can be represented by a single
characteristic value.
(2) According to FprEN 1990:2022, 6.1.2.2, if the uncertainty in the self-weight is not small, or if the
structure is sensitive to variations in its value or spatial distribution, the self-weight should be
represented by upper and lower characteristic values G and G respectively.
k,sup k,inf
NOTE See 5.4.3 for cases where upper and lower characteristic values are to be used for bridges.
5.4 Characteristic values of self-weight
5.4.1 General
(1) The determination of the characteristic values of self-weight shall be in accordance with
FprEN 1990:2022, 6.1.2.2.
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(2) If the self-weight of the structure or structural member is represented by a single characteristic value
(see 5.3 (1)), it may be calculated from the product of the nominal dimensions of the structure or
structural member and the characteristic values of the specific weights.
NOTE Nominal dimensions are typically those specified in the design.
5.4.2 Additional provisions for buildings
(1) For manufactured elements such as flooring systems, facades and ceilings, lifts and equipment for
buildings, data provided by the manufacturer on relevant characteristic values should be used when
available.
5.4.3 Additional provisions for bridges
(1) The upper and lower characteristic values of specific weights for elements other than structural, such
as ballast on railway bridges, or fill above buried structures such as culverts, should be taken into account
if the material is expected to consolidate, become saturated or otherwise change its properties, during
use.
NOTE Upper and lower characteristic values of specific weights for elements other than structural specific to
bridges can be given in the National Annex.
(2) The nominal depth of ballast on railway bridges and the deviation from the nominal depth used to
determine the upper and lower characteristic values of the depth of ballast should be specified where
relevant.
NOTE 1 A suitable value of the depth of ballast on railway bridges can be given in the National Annex.
NOTE 2 The deviation from the nominal depth is ± 30 % unless the National Annex gives a different value.
(3) To determine the upper and lower characteristic values of self-weight of waterproofing, surfacing and
other coatings for bridges, where the variability of their thickness can be high, a deviation of the total
thickness from the nominal or other specified values should be taken into account.
NOTE The deviation of the total thickness from the nominal or other specified values is equal to ± 20 % if a
post-execution coating is included in the nominal value, and to +40 % and –20 % if such a coating is not included,
unless the National Annex gives a different value.
(4) To determine the upper and lower characteristic values of the self-weight of cables, pipes and service
ducts, a deviation from the mean value of the self-weight should be taken into account.
NOTE The deviation from the mean value of the self-weight is ± 20 %, unless the National Annex gives a
different value.
(5) For elements such as
— hand rails, safety barriers, parapets, kerbs and other bridge furniture;
— joints/fasteners;
— void formers.
the characteristic values of the self-weight should be specified where relevant.
NOTE The characteristic value for the self-weight of such elements is the nominal value unless the National
Annex gives different rules.
(6) The filling of voids with water or other materials should be considered as relevant.
oSIST prEN 1991-1-1:2023
prEN 1991-1-1:2023 (E)
6 Imposed loads on buildings
6.1 Design situations
(1) The imposed loads shall be determined for each relevant design situation as relevant.
NOTE For the selection of design situations see FprEN 1990:2022, 5.2
(2) For areas which are intended to be subjected to different categories of imposed loads (i.e. multiple
use), the most unfavourable category of loading which produces the highest effects of actions (e.g. forces
or deflection) in the structural member under consideration shall be considered.
(3) In design situations when different imposed loads act simultaneously with other variable actions (e.g.
actions induced by wind, snow, cranes or machinery), the imposed loads considered in the load case
should be treated as a single action.
(4) Where the number of load variations or the effects of vibrations can cause fatigue, a fatigue load model
should be established.
(5) For structural susceptible to vibrations, dynamic models of imposed loads should be considered
where relevant.
NOTE 1 For dynamic actions, see FprEN 1990:2022 and the additional provisions given in 6.2.2.
NOTE 2 For dynamic loads caused by machinery, see EN 1991-3.
(6) The imposed loads to be considered for serviceability limit state verifications should be specified in
accordance with the service conditions and the requirements concerning the performance of the
structure.
6.2 Classification
6.2.1 General
(1) Imposed loads shall be classified as free variable actions, unless otherwise specified in this standard.
NOTE 1 For the classification of actions, see FprEN 1990:2022, 6.1.1.
NOTE 2 For imposed loads on bridges, see prEN 1991-2:2021.
NOTE 3 For accidental design situations where impact from vehicles or accidental loads from machines can be
relevant, see EN 1991-1-7 and prEN 1991-2:2021.
(2) If there is no risk of resonance or other significant dynamic response of the structure, imposed loads
may be taken into account as quasi-static actions (see FprEN 1990:2022, 3.1.3.17).
NOTE 1 For the treatment of the dynamic part of a quasi-static action, see FprEN 1990:2022, 7.1.3 (5).
NOTE 2 For synchronized rhythmic crowd loads, see 6.2.2.
(3) In cases of resonance or other significant dynamic response of the structure, imposed loads shall be
classified as dynamic actions.
(4) Resonance effects may be neglected if the accelerations are lower than the acceleration limits relevant
for user comfort and functionality.
NOTE According to FprEN 1990:2022, for specific types of structures or structural members having typical
mass and damping properties, the acceleration limits can be assumed met when the natural frequency of vibrations
is kept above appropriate values. For relevant limits and values, see FprEN 1990:2022, A.1.8.3.
oSIST prEN 1991-1-1:2023
prEN 1991-1-1:2023 (E)
6.2.2 Additional provisions for dynamic actions
(1) If resonance effects from synchronised rhythmic crowd loads cannot be neglected (see 6.2.1 (4)), a
more refined analysis of the dynamic response of the structure should be performed according to
FprEN 1990, the relevant parts of EN 1991 and the other Eurocodes.
NOTE 1 See also FprEN 1990:2022, A.1.8.3
NOTE 2 Further information on the procedure to be used for structures that are susceptible to dynamic
excitation can be given in the National Annex.
(2) When considering forklifts and helicopters, the additional loadings due to masses and inertial forces
caused by fluctuating effects should be considered.
NOTE 1 Fluctuating effects are taken into account by a dynamic amplification factor φ which is applied to the
static load values, as shown in Formula (6.4).
NOTE 2 For forklifts, see 6.5.4.2. For helicopters, see 6.5.6.3.
6.3 Representation of actions
(1) For the determination of the imposed loads, floor and roof areas in buildings should be sub-divided
into categories according to their use, see 6.5.2.
6.4 Load arrangements
6.4.1 Floors, beams and roofs
(1) For the design of a floor structure within one storey or a roof, the imposed load shall be taken into
account as a free action applied at the most unfavourable part of the influence area of the action effects
considered. For the other storeys, imposed loads may be assumed to be distributed uniformly (fixed
actions) on the whole storey area.
NOTE 1 This is a simplified rule compared to the most critical (‘chess board’) loading arrangement.
NOTE 2 Characteristic values of uniformly distributed imposed loads are given in 6.5.
(2) To ensure a minimum local resistance of the floor structure, a separate verification shall be performed
with a concentrated load. Unless stated otherwise, the combination of such concentrated load with the
uniformly distributed loads or other variable actions may be neglected.
NOTE Characteristic values of concentrated loads are given in 6.5.
(3) Imposed loads acting on floors, beams and roofs may be reduced by a reduction factor α according
A
to 6.5.3.2.
6.4.2 Columns and walls
(1) For the design of columns and walls, the imposed load should be placed at all unfavourable locations
in order to calculate the most adverse (combination of) effects of actions.
(2) The maximum axial force may be calculated assuming the imposed loads on each storey to be
uniformly distributed.
(3) Where imposed loads from several storeys act on columns and walls, the imposed loads may be
reduced by a factor α according to 6.5.3.2.
n
oSIST prEN 1991-1-1:2023
prEN 1991-1-1:2023 (E)
6.5 Characteristic values of imposed loads
6.5.1 Field of application
(1) This clause covers values of imposed loads on buildings due to:
— normal use by persons;
— furniture and moveable objects (e.g. moveable partitions, storage, the contents of containers);
— vehicles;
— anticipating events, such as concentrations of persons or of furniture, or the moving or stacking of
objects which may occur during reorganization or redecoration.
(2) The imposed loads specified in this part are modelled by uniformly distributed loads, line loads or
concentrated loads or combinations of these loads.
(3) Heavy equipment (e.g. in communal kitchens, radiology rooms, boiler rooms, etc.) are not included in
the loads given in this clause. Loads for heavy equipment should be specified by the relevant authority
or, where not specified, agreed for a specific project by the relevant parties.
6.5.2 Categories of use and characteristic values
(1) Imposed loads on buildings shall be divided into categories according to the specific use of the area
under consideration.
NOTE The categories are those given in Table 6.1 (NDP), unless the National Annex provides sub-categories
and/or additional categories.
(2) Imposed loads shall be designed by using characteristic values q (uniformly distributed load) and/or
k
Qk (concentrated load).
NOTE 1 qk is intended for determination of general effects. Qk is intended for local effects and not expected to be
combined with qk unless otherwise stated, see also 6.4.1 (2) for local verifications.
NOTE 2 The values for qk and Qk are given in Table 6.1 (NDP), unless the National Annex gives different values.
NOTE 3 For specific provisions on the identified categories of use, see 6.5.3 to 6.5.5.
(3) The concentrated load Q shall be considered to act at any point on the floor, roof, balcony, terrace,
k
staircase over an area with a shape which is appropriate to the use and form of the floor.
NOTE See Table 6.1 (NDP) for the dimension of the loaded area.
(4) Independent of this classification of areas, dynamic effects shall be considered where it is anticipated
that the occupancy will cause significant dynamic effects.
NOTE See 6.2.2 for additional provisions on dynamic actions.
oSIST prEN 1991-1-1:2023
prEN 1991-1-1:2023 (E)
Table 6.1 — (NDP) Categories of use and values for q and Q
k k
Category Specific Example q Q Typical
k k
Use 2 dimension of the
[kN/m ] [kN]
area loaded by
Q expressed in
k
(m × m)
A Areas for A1 Rooms in residential buildings 2,0 2,0 0,05 × 0,05
domestic and houses, including corridors.
and
A2 Bedrooms, wards, dormitories, 2,0 2,0 0,05 × 0,05
residential
private bathrooms and toilets in
activities
hospitals, hotels, hostels and other
institutional residential
occupancies.
a
B Public areas B1 Office areas for general use 3,0 3,0 0,05 × 0,05
(not including corridors other than
susceptible archive / storage areas (see
to Category E)
crowding)
B2 Kitchens, communal bathrooms 3,0 3,0 0,05 × 0,05
and toilets in hospitals, hotels,
hostels and other institutional
residential occupancies.
b,c,d
C Public areas C1: Areas with tables, etc. 3,0 4,0 0,05 × 0,05
where
e.g. areas in schools, cafés,
people may
restaurants, dining halls, reading
congregate
rooms, receptions.
(with the
C2: Areas with fixed seats, 4,0 4,0 0,05 × 0,05
exception of
e.g. areas in churches, theatres,
areas
cinemas, conference rooms, lecture
defined
under halls, assembly halls, waiting
category A, rooms.
B, and D)
C3: Areas without obstacles for 5,0 4,0 0,05 × 0,05
moving people,
e.g. areas in museums, exhibition
rooms, etc. and corridors to areas
not belonging to categories A1, B1
and C5.
C4: Areas with possible physical 5,0 7,0 0,05 × 0,05
activities,
e.g. dance halls, gymnastic rooms,
stages.
C5: Areas susceptible to large 7,5 4,5 0,05 × 0,05
crowds,
e.g. in buildings for public events
including corridors like concert
halls, sports halls including stands,
and railway platforms.
oSIST prEN 1991-1-1:2023
prEN 1991-1-1:2023 (E)
Category Specific Example q Q Typical
k k
Use 2 dimension of the
[kN/m ] [kN]
area loaded by
Q expressed in
k
(m × m)
D Shopping D1: Areas in retail shops 4,0 4,0 0,05 × 0,05
areas
D2: Areas in department stores 5,0 7,0 0,05 × 0,05
a
E Areas for E1: Areas susceptible to 7,5 7,0
archive, accumulation of goods, including
f
storage and access areas
industrial
g,h,i,j a
E2: Industrial use
e
use
a
F Garages and Gross vehicle weight ≤ 30 kN: 2,5 20
vehicle
F1 Traffic and parking areas for
traffic areas
light vehicles (≤8 seats not
(excluding
including driver) e.g. garages;
ordinary
parking areas, parking halls
roads and
G 30 kN < Gross vehicle 5,0 90 0,2 × 0,2
bridges)
weight ≤ 160 kN:
G1 Traffic and parking areas for
medium vehicles (on 2 axles) e.g.
access routes, delivery zones,
zones accessible to fire engines
a
Gross vehicle weight > 160 kN:
G2 Traffic and parking areas for
k
heavy vehicles
l
H Roofs not accessible except for normal 0,4 1,0 0,05 × 0,05
maintenance and repair
I Roofs accessible with occupancy according to See categories A to G
categories A to G
K Roofs accessible for special services, such as 5,0 See Table 6.4
classes HC for helicopter landing areas
S Stairs and S1 Stairs and landings to areas See categories A1 0,05 × 0,05
landings belonging to category A1 and B1. and B1
S2 Stairs and landings for tribunes 7,5 3,0 0,05 × 0,05
without fixed seats that are defined
as escape ways.
S3 Stairs and landings not 5,0 2,0 0,05 × 0,05
belonging to category S1 or S2.
T Terraces T1 Roof terraces, access balconies, 3,0 2,0 0,05 × 0,05
and balconies, loggias, etc.
balconies
oSIST prEN 1991-1-1:2023
prEN 1991-1-1:2023 (E)
Category Specific Example q Q Typical
k k
Use 2 dimension of the
[kN/m ] [kN]
area loaded by
Q expressed in
k
(m × m)
a
Specific imposed loading and their impact area may be specified by the relevant authority or, where not
specified, agreed for a specific project by the relevant parties.
b
Depending on their anticipated uses, areas likely to be categorized as C2, C3, C4 may be categorized as C5 in
the event of a large crowd as agreed for a specific project by the relevant parties.
c
Attention is drawn to dynamic effects, see 6.5.2 (4) and 6.2.2, in particular for C4 and C5.
d
For loadings on grandstands and stages, see 6.5.3.4.
e
For concentrated loads from storage racks or from lifting equipment, Q should be determined for the
k
individual case.
f
Loads for storage areas for books and other documents should be determined from the loaded area and the
height of the bookcases using the appropriate values for density. Presence of movable stands should be
considered where relevant.
g
For industrial use, see also 6.5.4.
h
For actions induced by forklifts, see 6.5.4.2.
i
For actions induced by transport vehicles, see 6.5.4.3.
j
For actions induced by spec
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