prEN 1999-1-5
(Main)Eurocode 9 - Design of aluminium structures - Part 1-5: Shell structures
Eurocode 9 - Design of aluminium structures - Part 1-5: Shell structures
1.1 Scope of EN 1999 1 5
(1) EN 1999 1 5 applies to the structural design of aluminium structures, stiffened and unstiffened, that have the form of a shell of revolution or of a round panel in monocoque structures.
(2) EN 1999 1 5 covers additional provisions to those given in the relevant parts of EN 1999 for design of aluminium structures.
NOTE Supplementary information for certain types of shells is given in EN 1993 1 6 and the relevant application parts which include:
- Part 3-1 for towers and masts;
- Part 3-2 for chimneys;
- Part 4-1 for silos;
- Part 4-2 for tanks;
- Part 4-3 for pipelines.
(4) The provisions in EN 1999 1 5 apply to axisymmetric shells (cylinders, cones, spheres) and associated circular or annular plates, beam section rings and stringer stiffeners, where they form part of the complete structure.
(5) Single shell panels (cylindrical, conical or spherical) are not explicitly covered by EN 1999 1 5. However, the provisions can be applicable if the appropriate boundary conditions are duly taken into account.
(6) Types of shell walls covered in EN 1999 1 5 can be (see Figure 1.1):
- shell wall constructed from flat rolled sheet with adjacent plates connected with butt welds, termed ‘isotropic’;
- shell wall with lap joints formed by connecting adjacent plates with overlapping sections, termed lap-jointed;
- shell wall with stiffeners attached to the outside, termed ‘externally stiffened’ irrespective of the spacing of stiffeners;
- shell wall with the corrugations running up the meridian, termed ‘axially corrugated’;
- shell wall constructed from corrugated sheets with the corrugations running around the shell circumference, termed ‘circumferentially corrugated’.
(7) The provisions of EN 1999 1 5 are intended to be applied within the temperature range defined in EN 1999 1 1. The maximum temperature is restricted so that the influence of creep can be neglected. For structures subject to elevated temperatures associated with fire see EN 1999 1 2.
(8) EN 1999 1 5 does not cover the aspect of leakage.
1.2 Assumptions
(1) The general assumptions of EN 1990 apply.
(2) The provisions of EN 1999 1 1 apply.
(3) The design procedures are valid only when the requirements for execution in EN 1090 3 or other equivalent requirements are complied with.
(4) For the design of new structures, prEN 1999 (all parts) is intended to be used, for direct application, together with EN 1990, EN 1991, EN 1992, EN 1993, EN 1994, EN 1995, EN 1997 and EN 1998.
(5) EN 1999 (all parts) is intended to be used in conjunction with:
- European Standards for construction products relevant for aluminium structures
- EN 1090 1: Execution of steel structures and aluminium structures - Part 1: Requirements for conformity assessment of structural components
- EN 1090 3: Execution of steel structures and aluminium structures – Part 3: Technical requirements for aluminium structures
Eurocode 9: Bemessung und Konstruktion von Aluminiumtragwerken - Teil 1-5: Schalentragwerke
(1) EN 1999 1 5 gilt für die Bemessung von ausgesteiften und nicht ausgesteiften Aluminiumtragwerken, die in Form einer Rotationsschale oder einer als Schale gestalteten kreisförmigen Platte vorliegen.
(2) EN 1999 1 5 behandelt zusätzliche Bestimmungen in Ergänzung zu denen, die in den maßgebenden Teilen von EN 1999 für die Bemessung und Konstruktion von Aluminiumbauten angegeben sind.
ANMERKUNG Zusätzliche Informationen für bestimmte Arten von Schalen werden in EN 1993 1 6 und in den für bestimmte Anwendungen zutreffenden Teilen angegeben, z. B.:
- Teil 3 1 für Türme und Maste;
- Teil 3 2 für Schornsteine;
- Teil 4 1 für Silos;
- Teil 4 2 für Tankbauwerke;
- Teil 4 3 für Rohrleitungen.
(4) Die in EN 1999 1 5 erfassten Bestimmungen gelten für rotationssymmetrische Schalen (Zylinder, Kegel, Kugeln) und die zugehörigen kreisförmigen oder ringförmigen Bleche sowie für Ringe mit Balkenprofil und Längssteifen, die Teile des kompletten Tragwerks sind.
(5) EN 1999 1 5 beschäftigt sich nicht ausdrücklich mit einzelnen Schalenstreifen (zylindrisch, konisch oder kugelförmig). Die Regeln können jedoch bei entsprechender Berücksichtigung der zutreffenden Randbedingungen anwendbar sein.
(6) In EN 1999 1 5 können folgende Arten von Schalenwänden erfasst werden (siehe Bild 1.1):
- Schalenwand aus flach gewalztem Blech mit durch Stumpfschweißnähte verbundenen aneinandergrenzenden Blechen, als ‚isotrop‘ bezeichnet;
- Schalenwand mit überlappten Verbindungen aneinandergrenzender Bleche, als ‚überlappt gestoßen‘ bezeichnet;
- Schalenwand mit an der Außenseite angebrachten Steifen, die unabhängig vom Abstand der Steifen als ‚außen versteift‘ bezeichnet werden;
- Schalenwand mit Profilierung in Meridianrichtung, als ‚axial profiliert‘ bezeichnet;
- Schalenwand aus profilierten Blechen (Wellblechen) mit Profilierung in Umfangsrichtung, als ‚in Umfangsrichtung profiliert‘ bezeichnet.
(7) Die Bestimmungen von EN 1999 1 5 sind für einen Temperaturbereich vorgesehen, der in EN 1999 1 1 festgelegt wird. Die maximale Temperatur wird so beschränkt, dass der Einfluss des Kriechens vernachlässigt werden kann. Für Tragwerke, die bei einem Brand erhöhten Temperaturen ausgesetzt sind, siehe EN 1999 1 2.
(8) EN 1999 1 5 beschäftigt sich nicht mit Undichtheit der Schale.
1.2 Annahmen
(1) Es gelten die allgemeinen Annahmen nach EN 1990.
(2) Es gelten die Bestimmungen nach EN 1999 1 1.
(3) Die Bemessungsverfahren sind nur anwendbar, wenn die Anforderungen an die Ausführung nach EN 1090 3 oder andere äquivalente Anforderungen erfüllt sind.
(4) Für die Bemessung und Konstruktion neuer Tragwerke ist prEN 1999 (alle Teile) vorgesehen, für die direkte Anwendung in Zusammenhang mit EN 1990, EN 1991, EN 1992, EN 1993, EN 1994, EN 1995, EN 1997 und EN 1998.
(5) EN 1999 (alle Teile) gilt in Verbindung mit folgenden Regelwerken:
- Europäische Normen für Bauprodukte, die für Aluminiumtragwerke Verwendung finden:
- EN 1090 1, Ausführung von Stahltragwerken und Aluminiumtragwerken — Teil 1: Konformitätsnachweis-verfahren für tragende Bauteile
- EN 1090 3, Ausführung von Stahltragwerken und Aluminiumtragwerken — Teil 3: Technische Regeln für die Ausführung von Aluminiumtragwerken
Eurocode 9 - Calcul des structures en aluminium - Partie 1-5 : Coques
1.1 Domaine d'application de l'EN 1999 1 5
(1) L'EN 1999 1 5 s'applique au calcul des structures en aluminium, raidies ou non et ayant la forme d'une coque de révolution ou d'un panneau arrondi dans des structures monocoques.
(2) L'EN 1999 1 5 comprend des dispositions complémentaires à celles qui sont exprimées dans les parties concernées de l'EN 1999 pour le calcul des structures en aluminium.
NOTE L'EN 1993 1 6 et les parties pratiques correspondantes donnent des informations supplémentaires relatives à certains types de coques, dont :
- la partie 3-1 pour les pylônes et les mâts haubanés ;
- la partie 3-2 pour les cheminées ;
- la partie 4-1 pour les silos ;
- la partie 4-2 pour les réservoirs ;
- la partie 4-3 pour les canalisations.
(4) Les dispositions de l'EN 1999 1 5 s'appliquent aux coques axisymétriques (cylindres, cônes, sphères) et aux éléments associés, tels que plaques circulaires ou annulaires, anneaux de type poutre et raidisseurs de lisses, lorsqu'ils constituent une partie de la structure complète.
(5) Les panneaux individuels des coques (cylindriques, coniques ou sphériques) ne sont pas expressément couverts par l'EN 1999 1 5. Cependant, ses dispositions peuvent être applicables si les conditions sur les bords appropriées sont dûment prises en considération.
(6) Les types de parois de coque couverts par l'EN 1999 1 5 peuvent être (voir Figure 1.1) :
- une paroi de coque fabriquée à partir d'une tôle plate laminée, avec des plaques adjacentes reliées par des soudures bout à bout dites « isotropes » ;
- une paroi de coque à joints à recouvrement formée par assemblage de plaques adjacentes à l'aide de sections recouvrantes, dite « assemblée par recouvrement » ;
- une paroi de coque avec des raidisseurs fixés de l'extérieur, dite « à raidisseurs externes », quel que soit l'espacement des raidisseurs ;
- une paroi de coque dont les nervures partent du méridien, dite « nervurée axialement » ;
- une paroi de coque fabriquée à partir de panneaux nervurés dont les nervures parcourent la circonférence de la coque, dite « nervurée selon la circonférence ».
(7) Les dispositions de l'EN 1999 1 5 sont destinées à des applications dans la plage de température définie dans l'EN 1999 1 1. La température maximale est limitée de manière à ce que l'effet du fluage puisse être négligé. Pour les structures soumises à des températures élevées associées à un risque d'incendie, voir l'EN 1999 1 2.
(8) L'EN 1999 1 5 ne traite pas des aspects liés aux relaxations.
1.2 Hypothèses
(1) Les hypothèses générales données dans l'EN 1990 s'appliquent.
(2) Les dispositions de l'EN 1999 1 1 s'appliquent.
(3) Les procédures de calcul sont valides uniquement lorsque l'exécution est conforme aux exigences de l'EN 1090 3 ou à d’autres exigences équivalentes.
(4) Le prEN 1999 (toutes les parties) est destiné à être appliqué directement, de façon conjointe avec l'EN 1990, l'EN 1991, l'EN 1992, l'EN 1993, l'EN 1994, l'EN 1995, l'EN 1997 et l'EN 1998 pour le calcul des structures neuves.
(5) L'EN 1999 (toutes les parties) est destinée à être utilisée avec :
- les Normes européennes pour les produits de construction appropriés aux structures en aluminium ;
- l'EN 1090 1 : Exécution des structures en acier et des structures en aluminium – Partie 1 : Exigences pour l'évaluation de la conformité des éléments structuraux.
- l'EN 1090 3 : Exécution des structures en acier et des structures en aluminium – Partie 3 : Exigences techniques pour les structures en aluminium.
Evrokod 9 - Projektiranje konstrukcij iz aluminijevih zlitin - 1-5. del: Lupinaste konstrukcije
General Information
RELATIONS
Standards Content (sample)
SLOVENSKI STANDARD
oSIST prEN 1999-1-5:2021
01-maj-2021
Evrokod 9 - Projektiranje konstrukcij iz aluminijevih zlitin - 1-5. del: Lupinaste
konstrukcijeEurocode 9 - Design of aluminium structures - Part 1-5: Shell structures
Eurocode 9: Bemessung und Konstruktion von Aluminiumtragwerken - Teil 1-5:
Schalentragwerke
Eurocode 9 - Calcul des structures en aluminium - Partie 1-5 : Coques
Ta slovenski standard je istoveten z: prEN 1999-1-5
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.17 Aluminijaste konstrukcije Aluminium structures
oSIST prEN 1999-1-5:2021 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
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DRAFT
EUROPEAN STANDARD
prEN 1999-1-5
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2021
ICS 91.010.30; 91.080.17 Will supersede EN 1999-1-5:2007
English Version
Eurocode 9 - Design of aluminium structures - Part 1-5:
Shell structures
Eurocode 9 - Calcul des structures en aluminium - Eurocode 9: Bemessung und Konstruktion von
Partie 1-5 : Coques Aluminiumtragwerken - Teil 1-5: SchalentragwerkeThis 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, Turkey 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
© 2021 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 1999-1-5:2021 E
worldwide for CEN national Members.---------------------- Page: 3 ----------------------
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Contents Page
European foreword ....................................................................................................................................................... 5
Introduction .................................................................................................................................................................... 6
1 Scope .................................................................................................................................................................... 8
1.1 Scope of EN 1999-1-5 ..................................................................................................................................... 8
1.2 Assumptions ...................................................................................................................................................... 9
2 Normative references ................................................................................................................................. 10
3 Terms, definitions and symbols .............................................................................................................. 10
3.1 Terms and definitions ................................................................................................................................ 10
3.1.1 Structural forms and geometry ............................................................................................................... 10
3.1.2 Special definitions for buckling calculations ..................................................................................... 11
3.2 Symbols ............................................................................................................................................................ 12
3.3 Sign conventions ........................................................................................................................................... 16
3.4 Coordinate systems ..................................................................................................................................... 17
4 Basis of design ............................................................................................................................................... 18
4.1 General ............................................................................................................................................................. 18
4.2 Consequence class and execution class ................................................................................................ 18
5 Materials and geometry ............................................................................................................................. 18
5.1 Material properties ..................................................................................................................................... 18
5.2 Design values of geometrical data ......................................................................................................... 19
5.3 Geometrical tolerances and geometrical imperfections ............................................................... 19
6 Durability ........................................................................................................................................................ 19
7 Structural analysis ....................................................................................................................................... 19
7.1 Geometry ......................................................................................................................................................... 19
7.2 Boundary conditions ................................................................................................................................... 20
7.3 Actions and environmental influences ................................................................................................. 21
7.4 Stress resultants and stresses ................................................................................................................. 21
7.5 Types of analysis .......................................................................................................................................... 21
8 Ultimate limit state ...................................................................................................................................... 23
8.1 Resistance of cross section ....................................................................................................................... 23
8.1.1 Design values of stresses ........................................................................................................................... 23
8.1.2 Design values of resistance ....................................................................................................................... 24
8.1.3 Stress limitation ........................................................................................................................................... 24
8.1.4 Design by numerical analysis .................................................................................................................. 24
8.2 Buckling resistance ..................................................................................................................................... 25
8.2.1 General ............................................................................................................................................................. 25
8.2.2 Buckling-relevant geometrical tolerances .......................................................................................... 26
8.2.3 Shell in compression and shear .............................................................................................................. 27
8.2.4 Effect of welding ........................................................................................................................................... 30
8.2.5 Design by numerical analysis .................................................................................................................. 33
9 Serviceability limit states .......................................................................................................................... 33
9.1 General ............................................................................................................................................................. 33
9.2 Deflections ...................................................................................................................................................... 33
A.1 Use of this annex ........................................................................................................................................... 34
A.2 Scope and field of application .................................................................................................................. 34
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A.3 Unstiffened cylindrical shells of constant wall thickness .............................................................. 34
A.3.1 Notations and boundary conditions ...................................................................................................... 34
A.3.2 Meridional (axial) compression .............................................................................................................. 35
A.3.3 Circumferential (hoop) compression .................................................................................................... 37
A.3.4 Shear .................................................................................................................................................................. 40
A.3.5 Meridional (axial) compression with coexistent internal pressure .......................................... 41
A.3.6 Combinations of meridional (axial) compression, circumferential (hoop)compression and shear............................................................................................................................... 42
A.4 Unstiffened cylindrical shells of stepwise wall thickness .............................................................. 43
A.4.1 General ............................................................................................................................................................. 43
A.4.2 Meridional (axial) compression .............................................................................................................. 45
A.4.3 Circumferential (hoop) compression .................................................................................................... 45
A.4.4 Shear .................................................................................................................................................................. 48
A.5 Unstiffened lap jointed cylindrical shells ............................................................................................ 48
A.5.1 Geometry and stress resultants ............................................................................................................... 48
A.5.2 Meridional (axial) compression .............................................................................................................. 49
A.5.3 Circumferential (hoop) compression .................................................................................................... 49
A.5.4 Shear .................................................................................................................................................................. 49
A.6 Unstiffened conical shells .......................................................................................................................... 49
A.6.1 General ............................................................................................................................................................. 49
A.6.2 Design buckling stresses ............................................................................................................................ 50
A.6.3 Buckling strength verification ................................................................................................................. 51
A.7 Stiffened cylindrical shells of constant wall thickness ................................................................... 52
A.7.1 General ............................................................................................................................................................. 52
A.7.2 Isotropic walls with meridional stiffeners .......................................................................................... 52
A.7.3 Isotropic walls with circumferential stiffeners ................................................................................. 53
A.7.4 Circumferentially corrugated walls with meridional stiffeners .................................................. 54
A.7.5 Axially corrugated walls with ring stiffeners ..................................................................................... 57
A.7.6 Stiffened wall treated as an orthotropic shell .................................................................................... 58
A.7.7 Equivalent orthotropic properties of corrugated sheeting ........................................................... 61
A.8 Unstiffened spherical shells under uniform circumferential compression ............................ 63
A.8.1 Notations and boundary conditions ...................................................................................................... 63
A.8.2 Critical buckling stresses ........................................................................................................................... 63
A.8.3 Circumferential buckling parameter ..................................................................................................... 64
B.1 Use of this Annex ........................................................................................................................................... 65
B.2 Scope and field of application .................................................................................................................. 65
B.3 Notations and boundary conditions ...................................................................................................... 65
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B.4 External pressure ......................................................................................................................................... 66
B.4.1 Critical external pressure ......................................................................................................................... 66
B.4.2 Uniform squash limit external pressure .............................................................................................. 67
B.4.3 External pressure buckling parameter ................................................................................................ 69
B.5 Internal pressure ......................................................................................................................................... 69
B.5.1 Critical internal pressure .......................................................................................................................... 69
B.5.2 Uniform squash limit internal pressure .............................................................................................. 70
B.5.3 Internal pressure buckling parameter ................................................................................................. 71
Bibliography ................................................................................................................................................................. 73
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European foreword
This document (prEN 1999-1-5:2021) has been prepared by Technical Committee CEN/TC250
“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 1999-1-5:2007.
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
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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 >
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 1999 Eurocode 9EN 1999 applies to the design of buildings and civil engineering and structural works made of aluminium.
It complies with the principles and requirements for the safety and serviceability of structures, the basis
of their design and verification that are given in EN 1990 – Basis of structural design.
EN 1999 is only concerned with requirements for resistance, serviceability, durability and fire resistance
of aluminium structures. Other requirements, e.g. concerning thermal or sound insulation, are not
considered.EN 1999 does not cover the special requirements of seismic design. Provisions related to such
requirements are given in EN 1998, which complements, and is consistent with EN 1999.
EN 1999 is subdivided in five parts:— EN 1999-1-1 Design of Aluminium Structures: General structural rules.
— EN 1999-1-2 Design of Aluminium Structures: Structural fire design.
— EN 1999-1-3 Design of Aluminium Structures: Structures susceptible to fatigue.
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— EN 1999-1-4 Design of Aluminium Structures: Cold-formed structural sheeting.
— EN 1999-1-5 Design of Aluminium Structures: Shell structures.
0.3 Introduction to EN 1999-1-5
EN 1999-1-5 applies to the structural design of aluminium structures, stiffened and unstiffened, that have
the form of a shell of revolution or of a round panel in monocoque structures.0.4 Verbal forms used in the Eurocodes
The verb “shall” expresses a requirement strictly to be followed and from which no deviation is permitted
in order to comply with the Eurocodes.The verb “should” expresses a highly recommended choice or course of action. Subject to national
regulation and/or any relevant contractual provisions, alternative approaches could be used/adopted
where technically justified.The verb “may” expresses a course of action permissible within the limits of the Eurocodes.
The verb “can” expresses possibility and capability; it is used for statements of fact and clarification of
concepts.0.5 National annex for prEN 1999-1-5
National choice is allowed in this document where explicitly stated within notes. National choice includes
the selection of values for Nationally Determined Parameters (NDPs).The national standard implementing EN 1999-1-5 can have a National Annex containing all national
choices to be used for the design of buildings and civil engineering works to be constructed in the relevant
country.When no national choice is given, the default choice given in this document is to be used.
When no national choice is made and no default is given in this document, the choice can be specified by
a relevant authority or, where not specified, agreed for a specific project by appropriate parties.
National choice is allowed in EN 1999-1-5 through the following clauses:— N/A
National choice is allowed in EN 1999-1-5 on the application of the following informative annexes:
Annex B (informative) Formulae for buckling analysis of tori-conical and tori-spherical shells.
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1 Scope
1.1 Scope of EN 1999-1-5
(1) EN 1999-1-5 applies to the structural design of aluminium structures, stiffened and unstiffened, that
have the form of a shell of revolution or of a round panel in monocoque structures.
(2) EN 1999-1-5 covers additional provisions to those given in the relevant parts of EN 1999 for design
of aluminium structures.NOTE Supplementary information for certain types of shells is given in EN 1993-1-6 and the relevant
application parts which include:— Part 3-1 for towers and masts;
— Part 3-2 for chimneys;
— Part 4-1 for silos;
— Part 4-2 for tanks;
— Part 4-3 for pipelines.
(4) The provisions in EN 1999-1-5 apply to axisymmetric shells (cylinders, cones, spheres) and
associated circular or annular plates, beam section rings and stringer stiffeners, where they form part of
the complete structure.(5) Single shell panels (cylindrical, conical or spherical) are not explicitly covered by EN 1999-1-5.
However, the provisions can be applicable if the appropriate boundary conditions are duly taken into
account.(6) Types of shell walls covered in EN 1999-1-5 can be (see Figure 1.1):
— shell wall constructed from flat rolled sheet with adjacent plates connected with butt welds, termed
‘isotropic’;— shell wall with lap joints formed by connecting adjacent plates with overlapping sections, termed
lap-jointed;— shell wall with stiffeners attached to the outside, termed ‘externally stiffened’ irrespective of the
spacing of stiffeners;— shell wall with the corrugations running up the meridian, termed ‘axially corrugated’;
— shell wall constructed from corrugated sheets with the corrugations running around the shell
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a) Elevation
b) Plan
Isotropic Lap-jointed Externally Axially Circumferentially
corrugated corrugated
(unstiffened) stiffened
Figure 1.1 — Illustration of cylindrical shell forms
(7) The provisions of EN 1999-1-5 are intended to be applied within the temperature range defined in
EN 1999-1-1. The maximum temperature is restricted so that the influence of creep can be neglected. For
structures subject to elevated temperatures associated with fire see EN 1999-1-2.
(8) EN 1999-1-5 does not cover the aspect of leakage.1.2 Assumptions
(1) The general assumptions of EN 1990 apply.
(2) The provisions of EN 1999-1-1 apply.
(3) The design procedures are valid only when the requirements for execution in EN 1090-3 or other
equivalent requirements are complied with.(4) For the design of new structures, prEN 1999 (all parts) is intended to be used, for direct application,
together with EN 1990, EN 1991, EN 1992, EN 1993, EN 1994, EN 1995, EN 1997 and EN 1998.
(5) EN 1999 (all parts) is intended to be used in conjunction with:— European Standards for construction products relevant for aluminium structures
— EN 1090-1: Execution of steel structures and aluminium structures - Part 1: Requirements for
conformity assessment of structural components— EN 1090-3: Execution of steel structures and aluminium structures – Part 3: Technical requirements
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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.
EN 1990, Basis of structural designprEN 1999-1-1:2021, Design of aluminium structures — Part 1-1: General rules
3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this document, the terms and definitions given in EN 1999-1-1 and the following
apply.3.1.1 Structural forms and geometry
3.1.1.1
shell
thin-walled body shaped as a curved surface with the thickness measured normal to the surface being
small compared to the dimensions in the other directionsNote 1 to entry: A shell carries its loads mainly by membrane forces. The middle surface may have finite radius
of curvature at each point or infinite curvature in one direction, e.g. cylindrical shell.
Note 2 to entry: In EN 1999-1-5, a shell is an aluminium structure or structural component formed from curved
sheets or extrusions.3.1.1.2
shell of revolution
shell composed of a number of parts, each of which is a complete axisymmetric shell
3.1.1.3complete axisymmetric shell
shell whose form is defined by a meridional generator line rotated around a single axis through 360°
Note 1 to entry: The shell can be of any length.3.1.1.4
shell segment
part of shell of revolution in the form of a defined shell geometry with a constant wall thickness
Note 1 to entry: Examples are a cylinder, a conical frustum, a spherical frustum, an annular plate or another form.
3.1.1.5shell panel
incomplete axisymmetric shell where the shell form is defined by a rotation of the generator about the
axis through less than 360°3.1.1.6
middle surface
surface that lies midway between the inside and outside surfaces of a shell at every point
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Note 1 to entry: If the shell is stiffened on only one surface, the reference middle surface is still taken as the
middle surface of the curved shell plate. The middle surface is the reference surface for analysis, and can be
discontinuous at changes of thickness or shell junctions, leading to eccentricities that are important to the shell
response.3.1.1.7
junction
point at which two or more shell segments meet
Note 1 to entry: It can include a stiffener or not: the point of attachment of a ring stiffener to the shell can be
treated as a junction.3.1.1.8
stringer stiffener
local stiffening member that follows the meridian of the shell, representing a generator of the shell of
revolutionNote 1 to entry: It is provided to increase stability, or to assist with the introduction of local loads. It is not
intended to provide a primary resistance for bending due to transverse loads.3.1.1.9
rib
local member that provides a primary load carrying path for bending down the meridian of the shell,
representing a generator of the shell of revolutionNote 1 to entry: It is used to transfer or distribute transverse loads by bending.
3.1.1.10ring stiffener
local stiffening member that passes around the
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