Eurocode 1 2.1

DRAFT FOR DEVELOPMENT DD ENV 1991-2-1:1996

Eurocode 1: Basis of design and actions on structures —

Part 2.1: Actions on structures —Densities, self-weight and imposed loads —

(together with United Kingdom National Application Document)

ICS 91.040

DD ENV 1991-2-1:1996

This Draft for Development, having been prepared under the direction of the Sector Board for Building and Civil Engineering, was published under the authority of the Standards Board and comes into effect on 15 October 1996

© BSI 03-2000

The following BSI reference relates to the work on this Draft for Development:Committee reference B/525/1

ISBN 0 580 25849 1

Committees responsible for this Draft for Development

The preparation of this Draft for Development was entrusted by Technical Committee B/525, Building and civil engineering structures, to Subcommittee B/525/1, Actions (loadings) and basis of design, upon which the following bodies were represented:

British Constructional Steelwork AssociationBritish Iron and Steel Producers’ AssociationBritish Masonry SocietyConcrete SocietyDepartment of the Environment (Building Research Establishment)Department of the Environment (Property and Buildings Directorate)Highways AgencyInstitution of Structural EngineersNational House Building CouncilRoyal Institute of British ArchitectsSteel Construction Institute

Amendments issued since publication

Amd. No. Date Comments

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Contents

PageCommittees responsible Inside front coverNational foreword iiText of National Application Document vForeword 2Text of ENV 1991-2-1 5

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National foreword

This Draft for Development was prepared by Subcommittee B/525/1 and is the English language version of ENV 1991-2-1:1995 Basis of design and actions on structures — Part 2.1: Actions on structures — Densities, self-weight and imposed loads, published by the European Committee for Standardization (CEN).ENV 1991-2-1 results from a programme of work sponsored by the European Commission to make available a common set of rules for the design of building and civil engineering works. The full range of codes covers the basis of design and actions, the design of structures in concrete, steel, composite construction, aluminium, timber and masonry, and geotechnics and seismic design.This publication is not to be regarded as a British Standard.An ENV is made available for provisional application, but does not have the status of a European Standard. The aim is to use the experience gained to modify the ENV so that it can be adopted as a European Standard.The values for certain parameters in the ENV Eurocodes may be set by individual CEN members so as to meet the requirements of national regulations. These parameters are designated by Ô in the ENV.During the ENV period reference should be made to the supporting documents listed in the National Application Document (NAD).The purpose of the NAD is to provide essential information, particularly in relation to safety, to enable the ENV to be used for the design of buildings and civil engineering works to be constructed in the UK. The requirements of the NAD take precedence over corresponding provisions in the ENV.Although the 1996 edition of BS 6399-1 is based on the Eurocode format for the classification of loads according to use, the British Standard has several distinct sub-categories within each Eurocode category, each usually assigned different load requirements. This more detailed British Standard specification results in a number of different loads defining current UK practice, rather than the single value quoted for the equivalent wider Eurocode category. To ensure safety and economy in line with current UK practice, in determining UK load values for this NAD, the current requirements of the British Standard have been included for as many specific uses as is practical. However, as a move towards harmonization, ENV values which have only a minor difference from the equivalent British Standard value have been accepted without amendment through this NAD.Users of this document are invited to comment on its technical content, ease of use and any ambiguities and anomalies. These comments will be taken into account when preparing the UK national response to CEN on the question of whether the ENV can be converted to an EN.Comments should be sent in writing to the Secretary of B/525/1, BSI, British Standards House, 389 Chiswick High Road, London W4 4AL, quoting the document reference, the relevant clause and, where possible, a proposed revision by February 1997. Comments after such time will still be possible through corporate bodies, such as engineering institutions.

Summary of pagesThis document comprises a front cover, an inside front cover, pages i to x, the ENV title page, pages 2 to 23 and a back cover.This standard has been updated (see copyright date) and may have had amendments incorporated. This will be indicated in the amendment table on the inside front cover.

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National Application Document

for use in the UK with ENV 1991-2-1:1995

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Contents of National Application Document

PageIntroduction v1 Scope v2 References v3 Use in design v4 Additional recommendations viTable 1 — Imposed loads on floors in buildings viiTable 2 — Imposed loads on garages and vehicle traffic areas viiiTable 3 — Imposed loads on roofs viiiTable 4 — Horizontal loads on partition walls and barriers due to persons viiiTable 5 — References in ENV 1991-2-1 ixList of references x

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IntroductionThis National Application Document (NAD) has been prepared by Subcommittee B/525/1. It has been developed from the following:

a) a textual examination of ENV 1991-2-1;b) a parametric calibration against BS 6399-1, BS 6399-3 and BS 648.

1 ScopeThis NAD provides information to enable ENV 1991-2-1 to be used for the structural and geotechnical design of buildings and civil engineering works to be constructed in the United Kingdom.

2 References2.1 Normative referencesThis National Application Document incorporates, by reference, provisions from specific editions of other publications. These normative references are cited at the appropriate points in the text and the publications are listed on page ix. Subsequent amendments to, or revisions of, any of these publications apply to this National Application Document only when incorporated in it by updating or revision.2.2 Informative referencesThis National Application Document refers to other publications that provide information or guidance. Editions of these publications current at the time of issue of this standard are listed on page ix, but reference should be made to the latest editions.

3 Use in designExcept as noted in this NAD, the values given in ENV 1991-2-1 may be used on the structural and geotechnical design of buildings and civil engineering works to be constructed in the United Kingdom.

3.1 Densities of building materials and stored materials

The values for densities of building materials and stored materials should be those given in Table 4.1 to Table 4.8 of ENV 1991-2-1:1995, except:Replace the following values in Table 4.1 to be compatible with BS EN 338.

3.2 Self-weight of construction elements

Clause 5.3.3.1 (2)The following values shall be used in 5.3.3.1 (2) if no specific information is provided on ballast depth.

Nominal total depth = 0,50 mMaximum total depth = (1,33 × 0,50) mMinimum total depth = (0,50/1,33) m

3.3 Section 6

a) Clauses 6.2.1 (2) and 6.2.2 (2)The reduction factors !A according to 6.3.1.2 (3) and !n according to 6.3.1.2 (4) should not be applied to UK values of load given in this NAD. Reference should be made to clause 5 of BS 6399-1 for load reductions.b) Clause 6.3 Imposed loads — characteristic valuesThe values for imposed loads should be those given in BS 6399-1 and BS 6399-3 as shown in Table 1 to Table 3 of this NAD.c) Clause 6.3.1.2 (2) PThe application area of the concentrated loads should be appropriate to their cause. Concentrated loads due to specialist equipment shall also be determined for the individual case.d) Clause 6.4. Horizontal loads on partition walls and barriers due to personsThe values for imposed loads should be those given in BS 6399-1 as shown in Table 4 of this NAD.

Class C14 C16 C18 C22 C24 C27 C30 C35 C40 D50 D60 D70¾ 3,5 3,7 3,8 4,1 4,2 4,5 4,6 4,8 5,0 7,8 8,4 10,8

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4 Additional recommendations4.1 Guidance on ENV 1991-2-1NOTE 4.1.1 to 4.1.5 should be followed when designing in accordance with ENV 1991-2-1.

4.1.1 Section 1 General

Clause 1.5For clarification the notation used in ENV 1991-2-1 is explained below.

Latin upper case letters:

Latin lower case letters:

4.1.2 Section 2 Classification of actions

Clause 2.2 (2)Replace this clause with the following.The imposed loads given in this Part of ENV 1991 should be considered as static loads that include an allowance for small, non-resonant dynamic effects.

4.1.3 Section 4 Densities of building materials and stored materials

Table 4.1The values quoted do not cover proprietary lightweight materials, for which specific densities should be obtained from the supplier. Care is needed where these materials contribute to the favourable part of the restraining forces.Densities for the following types of masonry units not given in the ENV may be used:

4.1.4 Section 5 Self-weight of construction elements

a) Clause 5.3.2.1 (1)Where permanent partitions are indicated, their weight shall be included in the dead load, acting at the given partition location.The equivalent uniformly distributed load of partitions which are not permanent may be taken as not less than one third of the load per metre run of the finished partitions. For offices this should not be less than 1,0 kN/m2.b) Clause 5.3.2.1 (3) PIn this clause “thin concrete slabs” should be taken to apply to slabs of less than 150 mm thickness.c) Clause 5.3.2.1 (4) PFor simplicity, the weight of unrendered masonry walls may be based upon the density of the body material, ignoring the mortar.

4.1.5 Section 6 Imposed loads on buildings

a) Clause 6.2.2 (1) PThis clause defines the loads on the floor of each storey as fixed actions. Only uniformly distributed loading is used, not concentrated loads. Pattern loading including eccentricity and unbalanced loading should be considered in accordance with UK practice.

A reduction coefficient is not used;A loaded area in formula (6.1);A0 a constant in formula (6.1).

µ reduction coefficient is not used;n number of storeys (> 2) above the loaded structural elements (used in formula 6.2).

aggregate concrete 23 kN/m3;autoclaved aerated concrete 5–7 kN/m3;calcium silicate 20 kN/m3;clay 20–24 kN/m3;manufactured stone 19–23 kN/m3.

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b) Clause 6.2.2 (2)Once the loads from several storeys have been reduced, the resulting load is treated as a single load case.c) Table 6.1The examples should be used for guidance. The design should be based on the highest load which is likely to be applied.d) Clause 6.3.2.1 (1) PFor vehicles with a total weight > 160 kN on two axles, reference should be made to ENV 1991-3.e) Clause 6.3.4.2 (5) PThe reference to Table 4.3 should be to Table 6.6.f) Table 6.7This table is applied to partition walls only when they have the function of a barrier.

4.2 Recommendations on subjects not covered in ENV 1991-2-1

a) Clause 1.1.2 (7)ENV 1991-2-1 does not give barrier loads for car parks. Values from BS 6399-1 should be used.b) Clause 1.1.2 (8)ENV 1991-2-1 does not specify dynamic loads causing vibrations or significant dynamic effects. Guidance is given in BS 6399-1.c) Clause 6.4ENV 1991-2-1 does not specify loads applicable to the infill of barriers. See BS 6399-1

Table 1 — Imposed loads on floors in buildings

Loaded areasqk [kN/m2] Qk [kN]

ENV value UK value ENV value UK value

Category A — general (see note 2) 2,0 2,0 (see note 3) 2,0 2,0(see note 1) — stairs 3,0 3,0 2,0 4,0

— balconies 4,0 4,0 (see note 4) 2,0 1,5 kN/m run at outside edge

Category B 3,0 2,5 2,0 2,7

Category C C1 (see note 6) 3,0 3,0 4,0 2,7(see note 5) C2 (see note 7) 4,0 4,0 4,0 4,0

C3 5,0 4,0 4,0 4,0C4 [see 4.2 b)] 5,0 5,0 7,0 4,0C5 [see 4.2 b)] 5,0 5,0 (see note 8) 4,0 4,0

Category D D1 5,0 4,0 4,0 4,0D2 5,0 note 9 7,0 note 9

Category E 6,0 note 10 7,0 note 10NOTE 1 For all usages within self-contained dwelling units, qk = 1,5, Qk = 1,4.NOTE 2 For specific use as a communal kitchen, qk = 3,0, Qk 4,5.NOTE 3 For bedrooms and dormitories except in hotels and motels, qk = 1,5.NOTE 4 For guest houses, residential clubs and communal areas in blocks of flats, qk = 3,0NOTE 5 For corridors etc, see BS 6399-1.NOTE 6 For all communal dining areas and lounges, including cafes and restaurants, qk = 2,0, Qk = 2,7. For reading rooms without book storage, qk = 2,5, Qk = 4,5.NOTE 7 For places of worship, qk = 3,0, Qk = 2,7.NOTE 8 For stages susceptible to overcrowding in public assembly areas, qk = 7,5.NOTE 9 Not defined in ENV 1991-2-1 and therefore no equivalent UK value can be given.NOTE 10 See BS 6399-1 loading based upon specific use and if appropriate, stored height.

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Table 2 — Imposed loads on garages and vehicle traffic areas

Table 3 — Imposed loads on roofs

Table 4 — Horizontal loads on partition walls and barriers due to persons

Traffic areasqk [kN/m2] Qk [kN]


Category F

vehicle weight k 30 kN 2,0 2,5 10,0 9,0

Category G

vehicle weight > 30, k 160 kN 5,0 note 1 45,0 note 1NOTE 1 To be determined for specific use.

Roofsqk [kN/m2] Qk [kN]


Category H

Roof slope

(see note 2) < 20° 0,75 0,6 1,5 0,9 (see note 3)

= 40° 0,0 0,4 (see note 4) 1,5 0,9NOTE 1 See also BS 6399-3 for snow loads. Snow loads and imposed roof loads from this table are alternative load cases.NOTE 2 For slopes between 20° and 40° the value of qk may be determined by linear interpolation.NOTE 3 Assumes spreader boards will be used.NOTE 4 For slopes between 40° and 60° the value of qk may be determined by linear interpolation, with a value of qk at 60° of zero.

Loaded areasqk [kN/m]

ENV value UK value

Category A 0,5 0,74 (see note 1)

Category B 1,0 0,74 (see note 2)

Category C1 1,0 1,5

Category C2, C4 and D 1,5 1,5

Category C3 1,5 0,74

Category C5 3,0 3,0NOTE 1 For all areas within self-contained dwellings, except external balconies and edges of roofs, qk = 0,36.NOTE 2 For light access stairs not more than 600 mm wide, qk = 0,22. For light pedestrian traffic routes in industrial and storage buildings qk = 0,36.

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Table 5 — References in ENV 1991-2-1

Clause in ENV 1991-2-1

giving reference to other codes or

standards

Document referred to Document title Status UK document

1.2

1.4(1)

2.1(1)P

2.2(1)P

3.1(1)P ENV 1991-1 Basis of design ENV DD ENV:1991-1

5.3.1.1(3)

5.3.1.3(3)

5.3.2.1(3)P

6.1(4)P

6.3.1.2(3)

6.3.3(3)9 ENV 1991-2-6 Loads and deformations imposed during execution

ENV —

1.1.2(7)note2.2(1)P

ENV 1991-2-7 Accidental actions ENV —

1.1.2(6)P ENV 1991-3 Traffic loads on bridges ENV DD ENV:1991-3

6.3.3(4)P ENV 1991-4 Actions in silos and tanks ENV DD ENV:1991-4

5.3.3.2(3) ENV 1993 Design of steel structures ENV DD ENV:1993

2.1(2)P ENV 1997 Geotechnical design ENV DD ENV:1997

1.21.5(1)note

ISO 3898:1987 Basis of design for structures.Notations. General symbols

—

Table 4.1Table 4.3

ENV 206 Concrete performance, production, placing and compliance procedure

ENV DD ENV:206

Table 4.1 prEN 771 Specification for masonry units —

Table 4.1 prEN 338 Structural timber strength classes EN BS EN 338

Table 4.2 UIC 60 General regulations concerning electric traction lines

— —

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List of references (see clause 2)

Normative references

BSI publicationsBRITISH STANDARDS INSTITUTION, London

BS 6399, Loading for buildings. BS 6399-1:1996, Code of practice for dead and imposed loads. BS 6399-3:1988, Basis of design and actions on structures. BS EN 338:1995, Structural timber. Strength classes.

CEN and CENELEC standards publications

EUROPEAN COMMITTEE FOR STANDARDIZATION (CEN) and EUROPEAN COMMITTEE FOR ELECTROTECHNICAL STANDARDIZATION (CENELEC), Brussels. (All publications are available from BSI Sales.)ENV 1991-3:1995, Basis of design and actions on structures — Part 3: Traffic loads on bridges.

Informative references

BSI publicationsBRITISH STANDARDS INSTITUTION, London

BS 684:1964, Schedule of weights of building materials.

EUROPEAN PRESTANDARD

PRÉNORME EUROPÉENNE

EUROPÄISCHE VORNORM

ENV 1991-2-1

February 1995

ICS 91.040.00

Descriptors: Buildings, structures, design, computation, loads: forces, operating loads, weight: mass

English version

Eurocode 1: Basis of design and actions on structures — Part 2-1: Actions on structures — Densities, self-weight and

imposed loads

Eurocode 1: Bases du calcul et actions sur les structures — Partie 2-1: Actions sur les structures — Densités, poids propres et charges d’exploitation

Eurocode 1: Grundlagen der Tragwerksplanung und Einwirkungen auf Tragwerke — Teil 2-1: Einwirkungen auf Tragwerke — Wichten, Eigenlasten, Nutzlasten

This European Prestandard (ENV) was approved by CEN on 1993-06-30 as aprospective standard for provisional application. The period of validity of thisENV is limited initially to three years. After two years the members of CENwill be requested to submit their comments, particularly on the questionwhether the ENV can be converted into a European Standard (EN).CEN members are required to announce the existence of this ENV in the sameway as for an EN and to make the ENV available promptly at national level inan appropriate form. It is permissible to keep conflicting national standards inforce (in parallel to the ENV) until the final decision about the possibleconversion of the ENV into an EN is reached.CEN members are the national standards bodies of Austria, Belgium,Denmark, Finland, France, Germany, Greece, Iceland, Ireland, Italy,Luxembourg, Netherlands, Norway, Portugal, Spain, Sweden, Switzerland andUnited Kingdom.

CEN

European Committee for StandardizationComité Européen de NormalisationEuropäisches Komitee für Normung

Central Secretariat: rue de Stassart 36, B-1050 Brussels

© 1995 All rights of reproduction and communication in any form and by any means reserved in all countries to CEN and its members

Ref. No. ENV 1991-2-1:1995 E

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Foreword

Objectives of the Eurocodes(1) The “Structural Eurocodes” comprise a group of standards for the structural and geotechnical design of buildings and civil engineering works.(2) They cover execution and control only to the extent that is necessary to indicate the quality of the construction products, and the standard of the workmanship, needed to comply with the assumptions of the design rules.(3) Until the necessary set of harmonised technical specifications for products and for methods of testing their performance are available, some of the Structural Eurocodes cover some of these aspects in informative Annexes.Background to the Eurocode Programme(4) The Commission of the European Communities (CEC) initiated the work of establishing a set of harmonized technical rules for the design of building and civil engineering works which would initially serve as an alternative to the different rules in force in the various Member States and would ultimately replace them. These technical rules became known as the “Structural Eurocodes”.(5) In 1990, after consulting their respective Member States, the CEC transferred the work of further development, issue and updating of the Structural Eurocodes to CEN, and the EFTA Secretariat agreed to support the CEN work.(6) CEN Technical Committee CEN/TC 250 is responsible for all Structural Eurocodes.Eurocode Programme(7) Work is in hand on the following Structural Eurocodes, each generally consisting of a number of parts:

EN 1991, Eurocode 1: Basis of design and 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 alloy structures.

(8) Separate sub-committees have been formed by CEN/TC250 for the various Eurocodes listed above.(9) This part of Eurocode 1 is being published as a European Prestandard (ENV) with an initial life of three years.(10) This Prestandard is intended for experimental application and for the submission of comments(11) After approximately two years CEN members will be invited to submit formal comments to be taken into account in determining future actions.(12) Meanwhile feedback and comments on this Prestandard should be sent to the Secretariat of CEN/TC250/SC1 at the following address:

or to your national standards organisation.National Application Documents (NAD’s)(13) In view of the responsibilities of authorities in member countries for safety, health and other matters covered by the essential requirements of the Construction Products Directive (CPD), certain safety elements in this ENV have been assigned indicative values which are identified by [ ] (“boxed values”). The authorities in each member country are expected to review the “boxed values” and may substitute definitive values for these safety elements for use in national application.(14) Some of the supporting European or International Standards may not be available by the time this Prestandard is issued. It is therefore anticipated that a National Application Document (NAD) giving any substitute definitive values for safety elements, referencing compatible supporting standards and providing guidance on the national application of this Prestandard, will be issued by each member country or its Standards Organization.(15) It is intended that this Prestandard is used in conjunction with the NAD valid in the country where the building or civil engineering works is located.Matters Specific to this Prestandard(16) The scope of ENV 1991 is defined in 1.1.1 and the scope of this Part of ENV 1991 is defined in 1.1.2. Additional parts of ENV 1991 which are planned are indicated in 1.2.

SNV/SIA (until end May 1995)

SIS/BST (from June 1995)

Selnaustrasse 16 Box 5630CH-8039 ZURICH S-114 86 StockholmSWITZERLAND SWEDEN

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ContentsPage

Foreword 2Objectives of the Eurocodes 2Background to the Eurocode Programme 2Eurocode Programme 2National Application Documents (NAD’s) 2Matters Specific to this Prestandard 2Section 1. General 51.1 Scope 51.1.1 Scope of ENV 1991-Eurocode 1 51.1.2 Scope of ENV 1991-2-1 Densities,

self-weight and imposed loads 51.1.3 Further parts of ENV 1991 51.2 Normative references 51.3 Distinction between principles

and application rules 61.4 Definitions 61.5 Symbols 6Section 2. Classification of actions 72.1 Self-weight 72.2 Imposed loads 7Section 3. Design situations 73.1 General 73.2 Self-weight 73.3 Imposed loads 7Section 4. Densities of building materialsand stored materials 84.1 Definitions 84.2 Tables 8Section 5. Self-weight of construction elements 165.1 Representation of actions 165.2 Load arrangements 165.3 Self-weight — characteristic values 165.3.1 Assessment of self-weight 165.3.2 Self-weight for buildings 175.3.3 Self-weight for bridges 17Section 6. Imposed loads on buildings 186.1 Representation of actions 186.2 Load arrangements 186.2.1 Horizontal members 186.2.2 Vertical members 196.3 Imposed loads — characteristic values 196.3.1 Residential, social, commercial

and administration area 196.3.2 Garage and vehicle traffic areas 21

Page6.3.3 Areas for storage and industrial

activities 226.3.4 Roofs 226.4 Horizontal loads on partition walls and barriers due to persons 23Table 4.1 — Construction materials 8Table 4.2 — Bridge materials 10Table 4.3 — Stored materials — building and construction 11Table 4.4 — Stored materials — agricultural 12Table 4.5 — Stores materials — foodstuffs 13Table 4.6 — Stored materials — liquids 14Table 4.7 — Stored materials — solid fuels 15Table 4.8 — Stored materials — industrial and general 15Table 6.1 — Categories of building areas 19Table 6.2 — Imposed loads on floors in buildings 20Table 6.3 — Traffic areas in buildings 21Table 6.4 — Imposed loads on garages and vehicle traffic areas 21Table 6.5 — Categorization of roofs 22Table 6.6 — Imposed loads on roofs 22Table 6.7 — Horizontal loads on partition walls and barriers due to persons 23

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Section 1. General

1.1 Scope1.1.1 Scope of ENV 1991 — Eurocode 1

(1)P ENV 1991 provides general principles and actions for the structural design of buildings and civil engineering works including some geotechnical aspects and shall be used in conjunction with ENV 1992-1999.(2) It may also be used as a basis for the design of structures not covered in ENV 1992-1999 and where other materials or other structural design actions are involved.(3) ENV 1991 also covers structural design during execution and structural design for temporary structures. It relates to all circumstances in which a structure is required to give adequate performance.(4) ENV 1991 is not directly intended for the structural appraisal of existing construction, in developing the design of repairs and alterations or, for assessing changes of use.(5) ENV 1991 does not completely cover special design situations which require unusual reliability considerations such as nuclear structures for which specified design procedures should be used.

1.1.2 Scope of ENV 1991-2-1: Densities, self-weight and imposed loads

(1)P Design guidance and actions are provided for the structural design of buildings and civil engineering works including some geotechnical aspects for the following subjects:

— Densities of construction materials and stored materials;— Self-weight of construction elements;— Imposed loads.

(2) Section 4 gives characteristic values for densities of specific building materials, additional materials for bridges and stored materials. In addition for specific materials the angle of repose is provided.(3) Section 5 provides methods for the assessment of the characteristic values of self-weight of construction elements.(4) Section 6 gives characteristic values of imposed loads on floors and roofs in building structures.(5) These characteristic values are defined according to category of use as follows:

— areas in dwellings, offices etc;— garage and vehicle traffic areas;— areas for storage and industrial activities;— roofs.

(6)P The loads on traffic areas given in section 6 refers to vehicles up to a gross weight of 160 kN. Traffic areas for heavy vehicles of more than 160 kN total weight shall be designed by applying the road bridge loads according to section 4 of ENV 1991-3.(7) For barriers or partition walls having the function of barriers, horizontal forces due to persons are given.NOTE Forces due to vehicle impact are specified in ENV 1991-2-7.

(8) Section 6 does not specify fatigue loads and dynamic loads causing vibrations or dynamic effects.

1.1.3 Further Parts of ENV 1991

(1) Further Parts of ENV 1991 which, at present, are being prepared or are planned are given in 1.2.

1.2 Normative referencesThis European Prestandard incorporates by dated or undated reference, provisions from older standards. These normative references are cited at the appropriate places in the text and publications listed hereafter.ISO 3898:1987, Basis of design for structures Notations. General symbols. NOTE the following European Prestandards which are published or in preparation are cited at the appropriate placed in the text and publications listed hereafter

ENV 1991-1, Eurocode 1: Basis of design and actions on structures — Part 1: Basis of design. ENV 1991-2-2, Eurocode 1: Basis of design and actions on structures — Part 2.2 Actions on structures exposed to fire.

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ENV 1991-2-3, Eurocode 1: Basis of design and actions on structures — Part 2.3: Snow loads. ENV 1991-2-4, Eurocode 1: Basis of design and actions on structures — Part 2.4: Wind loads. ENV 1991-2-5, Eurocode 1: Basis of design and actions on structures — Part 2.5: Thermal actions. ENV 1991-2-6, Eurocode 1: Basis of design and actions on structures — Part 2.6: Loads and deformations imposed during execution. ENV 1991-2-7, Eurocode 1: Basis of design and actions on structures — Part 2.7: Accidental actions. ENV 1991-3, Eurocode 1: Basis of design and actions on structures — Part 3: Traffic loads on bridges. ENV 1991-4, Eurocode 1: Basis of design and actions on structures — Part 4: Actions in silos and tanks. ENV 1991-5, Eurocode 1: Basis of design and actions on structures — Part 5: Actions induced by cranes and machinery. ENV 1992, Eurocode 2: Design of concrete structures. ENV 1993, Eurocode 3: Design of steel structures. ENV 1994, Eurocode 4: Design of composite steel and concrete structures. ENV 1995, Eurocode 5: Design of timber structures. ENV 1996, Eurocode 6: Design of masonry structures. ENV 1997, Eurocode 7: Geotechnical design. ENV 1998, Eurocode 8: Earthquake resistant design of structures. ENV 1999, Eurocode 9: Design of aluminium alloy structures.

1.3 Distinction between principles and application rules(1) Depending on the character of the individual clauses, distinction is made in this Part between principles and application rules.(2) The principles comprise:

— general statements and definitions for which there is no alternative, as well as— requirements and analytical models for which no alternative is permitted unless specifically stated.

(3) The principles are identified by the letter P following the paragraph number.(4) The application rules are generally recognized rules which follow the principles and satisfy their requirements.(5) It is permissible to use alternative rules different from the application rules given in this Eurocode, provided it is shown that the alternative rules accord with the relevant principles and have at least the same reliability.(6) In this Part the application rules are identified by a number in brackets eg. as this clause.

1.4 Definitions(1) For the purposes of this prestandard, a basic list of definitions is provided in ENV 1991-1, “Basis of design”.

1.5 Symbols(1) For the purposes of this prestandard, the following symbols apply.NOTE The notation used is based on ISO 3898:1987

(2) A basic list of notations is provided in Part 1 “Basis of design” of ENV 1991 and the additional notations below are specific to this part.Latin upper case letters

A reduction coefficientQk concentrated load

Latin lower case lettersgk weight per unit area, or weight per unit lengthqk uniformly distributed load, or line load

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Lower case Greek letters

Section 2. Classification of actions

2.1 Self-weight(1)P Self-weights of construction elements are classified as permanent actions and generally also are fixed actions, see ENV 1991-1.(2)P Earth loads on roofs and terraces shall be considered as variable actions. Pressure on basement walls induced by earth loads shall however be considered a permanent action. Pore water pressure shall also be considered a permanent action.NOTE For more detailed information, see ENV 1997.

(3)P Loads due to ballast shall be considered as variable actions.

2.2 Imposed loads(1)P Imposed loads are classified as variable and free actions, see ENV 1991-1.NOTE Where impact from vehicles or accidental loads from machines may be relevant for accidental situations the loads should be taken from ENV 1991-2-7.

(2) Imposed loads should be considered as static loads, non resonant dynamic effects being considered.

Section 3. Design situations

3.1 General(1)P The relevant self-weights and imposed loads shall be determined for each design situation identified in accordance with ENV 1991-1 “Basis of design”.

3.2 Self-weight(1) Post-execution additional new coatings and/or distribution conduits should be considered in design situations.(2) The source and moisture content of bulk materials should be considered in design situations of buildings used for storage purposes.

3.3 Imposed loads(1)P For cases involving interaction with other types of lead (e.g. wind), the total imposed load on a building shall be considered as a single action.(2)P Where the characteristic value of the imposed load is reduced by > factors in combination with other actions, the loads shall be assumed in all storeys without reduction by the factor µn.(3) This Part does not specify fatigue loads.(4)P In the case of production areas where the number of load variations or the effects of vibrations may cause fatigue, a fatigue load model shall be established for the particular case.

µ µn reduction coefficients* bulk weight density>o Coefficient for combination value of a variable action>1 Coefficient for frequent value of a variable action8 angle of repose

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Section 4. Densities of building materials and stored materials

4.1 Definitions(1) The bulk weight density is the overall weight per unit volume of a material, including a normal distribution of voids and pores. In everyday usage this term is frequently abbreviated to “density” (which is strictly mass per unit volume).(2) The angle of repose is the angle which the natural slope of the sides of a heaped pile of loose material makes to the horizontal.

4.2 Tables(1) The densities and angles of repose of some materials may vary from those indicated depending on moisture content, settlement and depth of storage.

Table 4.1 — Construction materials

MaterialsDensity

¾[kN/m3]

concrete (see ENV 206)lightweight

density class 1,0density class 1,2density class 1.4density class 1,6density class 1,8density class 2,0

normal weightheavyweightreinforced and prestressed concreteunhardened concrete

mortarcement mortargypsum mortarlime-cement mortarlime mortar

masonry units (see prEN 771)aggregate concreteautoclaved aerated concretecalcium silicateclaymanufactured stonenatural stonebasaltdense limestonegranitesandstoneglass blocks, hollowterra cotta, solid

metalsaluminiumbrassbronzecopperiron, castiron, wroughtleadsteelzinc

9 – 1010 – 1212 – 1414 – 1616 – 1818 – 2024a

> 28+ 1+ 1

19 – 2312 – 1818 – 2012 – 18

27 – 3120 – 2927 – 3021 – 27821

2783838771761127771

a density may be in the range 20–28 depending on local materials

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Table 4.1 — Construction materials

MaterialsDensity

¾[kN/m3]

woodtimber strength class C14 (see prEN 338) 2,9

C16 3,1C18 3,2C22 3,7C24 3,8C27 4,1C30 4,2C35 4,4C40 4,5C50 6,5C60 7,0C70 9,0

plywood:raw plywood (softwood and birch) 6laminboard and blockboard 4

particleboards:chipboard 8cement-bonded particleboard 12flakeboard, oriented strand board, waferboard 7

fibre building board:hardboard, standard and tempered 10medium density fibreboard 8softboard 4

other materialsglass, in sheets 25plastics:

acrylic sheet 12polystyrene, expanded, granules 0,25

slate 29

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Table 4.2 — Bridge materials

MaterialsDensity

¾[kN/m3]

pavement of road bridges

gussasphalt and asphaltic concretemastic asphalthot rolled asphalt

pavement of rail bridgesconcrete protective layerballast

251823

2520

Weight per unit areagk

[kN/m2]

structures with ballasted bed

2 rails UIC 60prestressed concrete sleeper with trackfasteningstimber sleepers with track fastenings

1,2

4,81,9

Weight per unit areagk

[kN/m]

structures without ballasted bed

2 rails UIC 60 with track fastenings2 rails UIC 60 with track fastenings,

bridge beam and guard rails

1,7

3,4

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Table 4.3 — Stored materials — building and construction

MaterialsDensity

¾[kN/m3]

Angle of repose 8 [°]

aggregates (see ENV 206)lightweight 20 30normal 20 – 30 30heavyweight > 30 30

gravel and sand, bulked 15 – 20 35sand 14 – 19 30blast furnace slag

lumps 17 40granules 12 30crushed foamed 9 35

brick sand, crushed brick, broken bricks 15 35vermiculite

exfoliated, aggregate for concrete 1 —crude 6 – 9 —

bentoniteloose 8 40shaken down 11 —

cementin bulk 16 28in bag 15 —

fly ash 10 – 14 25glass, in sheets 25 —gypsum, ground 15 25lignite filter ash 15 20lime 13 25limestone, powder 13 27magnesite, ground 12 —plastics,

polyethylene, polystyrol granulated 6,4 —polyvinylchloride, powder 5,9 —polyester resin 11,8 —glue resins 13 —

water, fresh 10 —

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Table 4.4 — Stored materials — agricultural

MaterialsDensity

¾[kN/m3]

Angle of Repose 8 [°]

farmyardmanure (minimum 60 % solids) 7,8 —manure (with dry straw) 9,3 45dry chicken manure 6,9 45slurry (maximum 20 % solids) 10,8 —

fertiliser, artificialNPK, granulated 8 – 12 25basic slag, crushed 13,7 35phosphates, granulated 10 – 16 30potassium sulphate 12 – 16 28urea 7 – 8 24

fodder, green, loosely stacked 3,5 – 4,5 —grain

whole (k14 % moisture content unless indicated otherwise)general 7,8 30barley 7,0 30brewer’s grain (wet) 8,8 —herbage seeds 3,4 30maize in bulk 7,4 30maize in bags 5,0 —oats 5,0 30oilseed rape 6,4 25rye 7,0 30wheat in bulk 7,8 30wheat in bags 7,5 —

grass cubes 7,8 40hay

(baled) 1 – 3 —(rolled bales) 6 – 7 —

hides and skins 8 – 9 —hops 1 – 2 25malt 4 – 6meal 45

ground 7 40cubes 7

peat 35dry, loose, shaken down 1 —dry, compressed in bales 5 —wet 9,5 —

silage 5 – 10 —straw —

in bulk (dry) 0,7 —baled 1,5 —

tobacco in bales 3,5 – 5 —wool

in bulk 3baled 7 – 13

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Table 4.5 — Stored materials — foodstuffs

MaterialsDensity

¾[kN/m3]


eggs, in stands 4 – 5 —

flourbulk 6 25bagged 5 —

fruitapples

loose 8,3 30boxed 6,5 —

cherries 7,8 —pears 5,9 —raspberries, in trays 2 —strawberries, in trays 1,2 —tomatoes 6,8 —

sugar 7,5 – 9,5 35

vegetables, greencabbages 4 —lettuce 5 —

vegetables, legumesbeans

general 8,1 35soya 7,4 30

peas 7,8 —

vegetables, rootgeneral 8,8 —beetroot 7,4 40carrots 7,8 35onions 7 35turnips 7 35

potatoesin bulk 7 35in boxes 4,4 —

sugarbeet, dried and chopped2,9 35

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Table 4.6 — Stored materials — liquids

MaterialsDensity

¾[kN/m3]

beveragesbeer 10,3milk 10,1water, fresh 9,8wine 10natural oilscastor oil 9,3glycerol (glycerine) 12,3linseed oil 9,2olive oil 8,8organic liquids and acidsalcohol 7,8ether 7,4hydrochloric acid (40 % by weight) 11,8methylated spirit 7,8nitric acid (91 % by weight) 14,7sulphuric acid (30 % by weight) 13,7sulphuric acid (87 % by weight) 17,7turpentine, white spirit 8,3hydrocarbonsaniline 9,8benzene (benzole) 8,8coal tar 10,8 – 12,8creosote 10,8naphtha 7,8paraffin (kerosene) 8,3benzine (benzoline) 6,9oil, crude (petroleum) 9,8 – 12,8diesel 8,3

fuel 7,8 – 9,8heavy 12,3lubricating 8,8

petrol (gasolene, gasoline) 7,4liquid gas

butane 5,7propane 5,0

other liquidsmercury 133red lead paint 59white lead, in oil 38sludge, over 50 % by volume water 10,8

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Table 4.7 — Stored materials — solid fuels

Table 4.8 — Stored materials — industrial and general

MaterialsDensity

¾[kN/m3]


charcoalair-filled 4 —air-free 15 —

coalblock briquettes, tipped 8 35block briquettes, stacked 13 —egg briquettes 8,3 30coal, raw from pit 10 35coal in washing pools 12 —coal dust 7 25coke 6,5 35middlings in the quarry 12,3 35waste washing tips in colliery 13,7 35all other kinds of coal 8,3 30

firewood 5,4 45

lignite/brown coalbriquettes, tipped 7,8 30briquettes, stacked 12,8 —damp 9,8 30dry 7,8 35dust 4,9 25low-temperature coke 9,8 40

peatblack, dried, firmly packed 6 – 9 —black, dried, loosely tipped 3 – 6 —

MaterialsDensity

¾[kN/m3]


books and documentsbooks and documents, 6 —densely stored 8,5 —

filing racks and cabinets 6 —garments and rags, bundled 11 —ice, lumps 8,5 —leather, piled 10 —paper, in rolls 15 —rubber 10 – 17rock salt 22 45salt 12 40sawdustdry, bagged 3 —dry, loose 2,5 45wet, loose 5 45tar, bitumen 14 —

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Section 5. Self-weight of construction elements

5.1 Representation of actions(1)P Construction elements include structural and non-structural elements.(2)P For the purpose of this section, the self-weight of non-structural elements shall include the weight of fixed machinery and, for example, of earth and ballast.(3) Non-structural elements include:

— roofing— surfacing and coverings— non-structural partition walls and linings— hand rails, safety barriers, parapets and kerbs— wall cladding— suspended ceilings— insulation— fixed machinery— earth and balast

(4) Fixed machinery includes:— lifts and moving stairways— heating, ventilating and air conditioning equipment— electrical equipment— pipes without their contents— cable trunking and conduits.

(5)P Loads due to movable partitions shall be treated as imposed loads (see section 6 “Imposed loads”).(6) The self-weight of industrial equipment should be considered as an imposed load. Only the self-weights of equipment incorporated into the construction shall be classified as permanent actions.(7)P Where there is a reasonable likelihood that services will at some time be relocated within the building, loads due to these services shall be considered as imposed loads.

5.2 Load arrangements(1) In the case where the self-weight is classified as a fixed action it may be assumed that the variations of densities as well as the differences between nominal and actual dimensions of construction elements do not change within a given structure.

5.3 Self-weight — characteristic values5.3.1 Assessment of self-weight

5.3.1.1 Characteristic value

(1) The weights of parts of structures and of non-structural elements shall be determined from the weights of the elements of which they are composed.(2) Unless more reliable data are available (ie. from product standards, the supplier or by direct weighing), the characteristic value of the weight of individual elements shall be estimated from nominal dimensions and the nominal densities of their constituent materials.(3) However, in accordance with ENV 1991-1 “Basis of design”, it may be necessary to consider both upper and lower characteristic values for the self-weight. This may apply to thin concrete members or in cases of uncertainty about the precise value of self-weight, or where dimensional alternatives and the type of materials to be used remain open at the design stage.

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5.3.1.2 Dimensions

(1) In general nominal dimensions should be those as shown on the drawings.(2) In general, where the weight of thin finishes is small in comparison with the weight of the elements to which they are applied, it is not necessary to consider variation in finish thickness. However variation in thickness may need to be considered when the thickness depends on the deflection of the structural component to which the finish is applied or when the maintenance of the finish may include the addition of further layers of material.

5.3.1.3 Densities

(1) For the assessment of nominal densities section 4 should be used.(2)P If the density of the material is likely to deviate significantly from the specified value, such deviation shall be considered.(3) For structures where more accurate values are required, for example, where a design is likely to be particularly sensitive to variations in permanent lead, a representative sample of the materials to be used should be tested at representative moisture contents. Characteristic and representative values should then be determined according to ENV 1991-1 “Basis of design”.(4) For some materials the bulk weight density has significant variability and may be dependent on the source and moisture content. For these materials, section 4 gives a range of characteristic values related to the moisture content for the situations in which the material is normally to be found.

5.3.2 Self-weight for buildings

5.3.2.1 Floors and walls and partitions

(1) For determining the effect of the self-weight due to partitions, an equivalent uniformly distributed load may be used.(2) Account should be taken of voids made for the purpose of thermal insulation or for the reduction of weight.(3)P For suspended beam and block floors and beam and hollow-pot floors, data may be provided by the manufacturer. When the dimensions of thin concrete slabs are unlikely to be controlled to within ± 5 % of their nominal values a range of values for the permanent lead shall be taken into account and treated as indicated in ENV 1991-1 “Basis of design”.(4)P For determining the weight of unrendered masonry walls the weight of mortar shall be taken into account.

5.3.2.2 Roofs

(1)P The weights shall be calculated from the weight of the component materials and the geometry (e.g. pitch tiles/sq.metre etc).(2) Information may be taken from documents provided by the manufacturer.

5.3.2.3 Claddings and finishes

(1)P For the purpose of this section claddings shall be considered to include curtain walling (and fixings), overcladding (and fixings) and roof coverings.(2)P When designing individual structural elements the estimation of weight shall include the weight of claddings and finishes, unless alternative provision has been made (see 5.3.1). Finishes include in-situ finishes (such as plaster and screeds), pre-fabricated wall-panel finishes, and timber and other floor finishes.

5.3.3 Self-weight for bridges

5.3.3.1 Nominal values

(1)P For the determination of self-weight of the non structural parts of bridges an upper (and, if relevant, a lower) bound of the nominal value of all these parts shall be established, taking account of the possibilities of initial deviation and of variation with time, resulting from

— the necessity of joining the coatings on the bridge and on the adjacent carriageway,— the deviations of the levels of the upper surface of decks from the specified levels,— the post-execution addition of new coatings and / or distribution conduits and, if relevant, of other equipment.

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(2) For railway bridges information should be obtained on:— nominal total depth of ballast;— maximum and minimum total depth of ballast.

If no values are given, the following values may be used:— nominal total depth = 0,50 m;— maximum total depth = 1,33 × 0, 50 m;— minimum total depth = 0,50/1,33 m.

NOTE The above information should be provided by the National Competent Authority.

5.3.3.2 Characteristic values

(1) To deduce the characteristic values of waterproofing and other coatings for bridges from the nominal or other specified values, the deviation of the total thickness from the nominal value should be taken 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.(2) If a full and detailed pre-design investigation to determine the nominal weight of distribution conduits has been carried out, the upper characteristic weight should be considered to be + 20 % greater than the maximum nominal value determined during the investigation. In the absence of such an investigation, the upper value shall be assessed as the maximum value in the long term, estimated on the bases of the site location and of likely future needs.(3) For steel structures the characteristic self-weight should be estimated as the product of the sum of the nominal weights of the individual elements and a factor of 1,1 to allow for the plates and fasteners at the joints (see ENV 1993).

Section 6. Imposed loads on buildings

6.1 Representation of actions(1) Imposed loads on buildings are those arising from occupancy. They may be caused by

— normal use by persons;— furniture and moveable objects (e.g. lightweight moveable partitions, storage, the contents of containers);— machines and vehicles;— exceptional use, such as exceptional concentrations of persons or of furniture, or the moving or stacking of commodities which may occur during reorganization or redecoration.

(2)P The self-weight of structural and non-structural components and of fixed equipment shall be taken into account according to section 5 “Self-weight of construction elements”.(3) Imposed loads are modelled by uniformly distributed loads or concentrated loads or combinations of these loads.(4)P The characteristic values of the loads are determined for a reference period, see ENV 1991-1.(5)P The characteristic values of the loads are composed of long-term, medium-term and short-term components that, according to their duration, may have different effects on materials sensitive to time-dependent actions.

6.2 Load arrangements6.2.1 Horizontal members

(1)P For the design of the elements of a floor structure within one storey the action shall be assumed as a free action on the most unfavourable tributary zone of the influence area. Where the loads on other floors are relevant, they may be assumed to be distributed uniformly (fixed actions).(2) Imposed loads from a single occupancy may be reduced according to the tributary area by a reduction factor µA according to 6.3.1.2(3) and 6.3.2.2(4)(3)P To ensure a minimum local resistance of the floor structure a separate verification shall be performed with a concentrated load that, unless stated otherwise, shall not be combined with the uniformly distributed loads or other variable loads.

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6.2.2 Vertical members

(1)P For the design of columns or walls acting as vertical members, loaded from several storeys, the loads on the floor of each storey shall be assumed to be distributed uniformly (fixed actions).(2) Where the imposed loads from several storeys are relevant, the loads may be reduced by a reduction factor µn according to 6.3.1.2(4) and 6.3.2.2(5).

6.3 Imposed loads — characteristic values6.3.1 Residential, social, commercial and administration area

6.3.1.1 Categories

(1)P Areas in residential, social, commercial and administration buildings are divided into five categories according to their specific uses shown in Table 6.1.

Table 6.1 — Categories of building areas

6.3.1.2 Values of actions

(1) The characteristic values qk and Qk are given in Table 6.2.(2)P For local verifications a concentrated load Qk acting alone shall be taken into account. The characteristic values Qk are given in Table 6.2. Where concentrated loads from storage racks or from lifting equipment may be expected Qk shall be determined for the individual case (see 6.3.3).The local concentrated load shall be considered to act at any point on the floor, balcony or stairs and to have an application area comprising a square with a 50 mm side.

Category Specific Use Example

A Areas for domestic and residential activities

Rooms in residential buildings and houses; rooms and wards in hospitals; bedrooms in hotels and hostels; kitchens and toilets.

B Office areas

C Areas where people may congregate (with the exception of areas defined under category A,B,D and E)

C1: Areas with tables, etc. e.g. areas in schools, cafés, restaurants, dining halls, reading rooms, receptions etc.

C2: Areas with fixed seats, e.g. areas in churches, theatres or cinemas, conference rooms, lecture halls, assembly halls, waiting rooms, etc.

C3: Areas without obstacles for moving people, e.g. areas in museums, exhibition rooms, etc and access areas in public and administration buildings, hotels, etc.

C4: Areas with possible physical activities, e.g. dance halls, gymnastic rooms, stages, etc.

C5: Areas susceptible to overcrowding, e.g. in buildings for public events like concert halls, sports halls including stands, terraces and access areas, etc.

D Shopping areas D1: Areas in general retail shops, e.g. areas in warehouses, stationery and office stores, etc.

E Areas susceptible to accumulation of goods, including access areas

Areas for storage use including libraries. The loads defined in Table 6.2 shall be taken as minimum loads unless more appropriate loads are defined for the specific case. Further guidance is given in Table 4.8

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Table 6.2 — Imposed loads on floors in buildings

(3) The reduction factor µA. For categories A to E should be determined as follows:

With the restriction for categories C and D: µA U 0.6where:

(4)P The reduction factor µn for categories A to E should be determined as follows:

where:n is the number of storeys (> 2) above the loaded structural elements

Loaded areas qk

[kN/m2]Qk

[kN]

Category A — general 2,0 2,0

— stairs 3,0 2,0

— balconies 4,0 2,0

Category B 3,0 2,0

Category C — C1 3,0 4,0

— C2 4,0 4,0

— C3 5,0 4,0

— C4 5,0 7,0

— C5 5,0 4,0

Category D — D1 5,0 4,0

— D2 5,0 7,0

Category E 6,0 7,0

(6.1)

?o is the factor according to ENV 1991-1 “Basis of design”Ao = 10,0 m2

A is the loaded area

(6.2)

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6.3.2 Garage and vehicle traffic areas

6.3.2.1 Categories

(1)P Traffic areas in buildings are divided into two categories according to their accessibility for vehicles as shown in Table 6.3.

Table 6.3 — Traffic areas in buildings

(2)P Access to areas designed to category F shall be limited by physical means built into the structure.(3) Areas designed to categories F and G should be posted with the appropriate warning signs.


(1) The characteristic values for the concentrated loads Qk representing a single axle with dimensions according to Figure 6.1 and the distributed load qk are given in Table 6.4.

Table 6.4 — Imposed loads on garages and vehicle traffic areas

(2)P Both the concentrated load Qk and the uniformly distributed load qk shall be considered to act together.(3)P Each concentrated load shall be applied on a square surface with a 200 mm side in the positions which will produce the most adverse effects.(4)P The reduction coefficient µA for categories F and G shall be considered as follows:

(5)P The reduction coefficient µn for categories F and G shall be considered as follows:

Category Specific Use Example

F Traffic and parking areas for light vehicles (k30 kN total weight and k8 seats not including driver)

e.g. garages; parking areas, parking halls

G Traffic and parking areas for medium vehicles (> 30 kN, k 160 kN total weight, on 2 axles)

e.g. access routes; delivery zones; zones accessible to fire engines (k 160 kN total weight)

Figure 6.1 — Dimensions of axle load

traffic areas qk[kN/m2]

Qk[kN]

Category Fvehicle weight: k 30 kN 2,0 10Category Gvehicle weight: > 30, k 160 kN 5,0 45

!A = 1,0 (6.3)

!n = 1,0 (6.4)

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6.3.3 Areas for storage and industrial activities

(1)P The characteristic value of the imposed load and also the loading arrangement (free or fixed actions) shall be defined, respectively, by the maximum value taking account of dynamic effects if appropriate and the most unfavourable condition allowed in use.(2) The maximum permitted loads should be indicated by signs in the rooms concerned.(3)P For transient situations due to installation and reinstallation of machines, production units etc. guidance is given in ENV 1991-2-6. “Loads and deformations imposed during execution”.(4)P The characteristic values of vertical loads in storage areas may be derived by taking the values given in section 4 and upper design values for stacking heights. When stored material exerts horizontal forces on walls etc., the horizontal force shall be determined by the rules in ENV 1991-4 “Actions in silos and tanks”. Any effects of filling and emptying shall be taken into account.(5)P Loads for storage areas for books and files shall be determined from the loaded area and the height of the book cases using the density values in section 4.(6)P Loads on industrial areas may comprise machines, production units, heavy rolling engines that can have a defined lane, suspended cranes, etc. that cannot be modelled by uniformly distributed loads but need more detailed modelling.(7)P The imposed loads to be considered for serviceability limit state verifications shall be specified in accordance with the service conditions and the requirements concerning the performance of the structure.

6.3.4 Roofs

6.3.4.1 Categories

(1)P Roofs are divided according to their accessibility into three categories as shown in Table 6.5.Table 6.5 — Categorization of roofs

(2) Loads for roofs of category H are given in Table 6.6. Loads for roofs of category I are given in Table 6.2 and Table 6.4 according to the specific use. For roofs of category K the loads should be established for the particular case.


(1)P The characteristic values Qk and qk are given in Table 6.6. They are related to the projected area of the roof under consideration.

Table 6.6 — Imposed loads on roofs

(2)P Separate verification shall be performed for the concentrated lead Qk and the uniformly distributed lead qk, acting independently.(3)P For local checks the concentrated lead Qk is given in Table 6.6. The application area of Qk comprises a square with a 50 mm side.(4)P The reduction coefficient µA for category H shall be considered as follows:

Category Specific Use

H Roofs not accessible except for normal maintenance, repair, painting and minor repairs

I Roofs accessible with occupancy according to categories A – G

K Roofs accessible for special services, such as helicopter landings

Roofsqk

[kN/m2]

Qk

[kN]

Category H roof slope: < 20° 0,75a 1,5

> 40° 0,0a 1,5a For slopes between 20° and 40° the value of qk may be determined by linear interpolation

!A = 1,0 (6.5)

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(5)P Access ladders and walkways shall be assumed to be loaded according to Table 4.3 for a roof slope < 20°. For walkways which are part of a designated escape route qk shall be assumed to be:

(6) The effects of water ponding on roofs should be considered.

6.4 Horizontal loads on partition walls and barriers due to persons(1)P The characteristic values of the line load qk acting at the height of the hand rail but not higher than 1,20 m are given in Table 6.7.

Table 6.7 — Horizontal loads on partition walls and barriers due to persons

(2) For areas susceptible to significant overcrowding associated with public events e.g. for sports stadia, stands, stages, assembly halls or conference rooms, the line load shall be taken according to category C5.

qk = 3,0 kN/m2 (6.6)

Loaded areas qk[kN/m]

Category A 0,5

Categories B and C1 1,0

Categories C2 – C4 and D 1,5

Category C5 3,0

DD ENV 1991-2-1:1996

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