kSIST FprEN 1999-1-5:2022
(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 of EN 1993 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”.
[Figure 1.1 - Illustration of cylindrical shell form]
(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, EN 1999 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 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
1.1 Anwendungsbereich von EN 1999 1 5
(1) EN 1999 1 5 gilt für die Bemessung von ausgesteiften und nicht ausgesteiften Aluminiumtragwerken, die in Form einer Rotationsschale oder einer aus gerundeten Schalensegmenten aufgebauten Struktur vorliegt (Monocoque).
(2) EN 1999 1 5 behandelt zusätzliche Bestimmungen in Ergänzung zu denen, die in den relevanten 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 von EN 1993 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 damit verbundenen 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 schalenförmigen Teilen (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):
— Schalenwandung aus flach gewalztem Blech mit durch Stumpfschweißnähte verbundenen aneinandergrenzenden Blechen, als ‚isotrop‘ bezeichnet;
— Schalenwandung mit überlappten Verbindungen aneinandergrenzender Bleche, als ‚überlappt gestoßen‘ bezeichnet;
— Schalenwandung mit an der Außenseite angebrachten Steifen, die unabhängig vom Abstand der Steifen als ‚außen versteift‘ bezeichnet werden;
— Schalenwandung mit Profilierung in Meridianrichtung, als ‚axial profiliert‘ bezeichnet;
— Schalenwandung aus profilierten Blechen (Wellblechen) mit Profilierung in Umfangsrichtung, als ‚in Umfangsrichtung profiliert‘ bezeichnet.
[Bild 1]
[…]
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 Des informations supplémentaires pour certains types de coques sont données dans l'EN 1993-1-6 et les parties d'application pertinentes de l'EN 1993 qui comprennent :
- 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 ».
[Figure 1.1 - Illustration de forme de coque cylindrique]
(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
1.1 Področje uporabe standarda EN 1999 1 5
(1) Standard EN 1999 1 5 se uporablja za projektiranje ojačanih in neojačanih konstrukcij iz aluminijevih zlitin v obliki okrogle lupine ali okrogle plošče v samonosnih konstrukcijah.
(2) Standard EN 1999 1 5 obravnava dodatne določbe k tistim, ki so podane v ustreznih delih standarda EN 1999 za projektiranje konstrukcij iz aluminijevih zlitin.
OPOMBA: Dodatne informacije o nekaterih vrstah lupin so podane v standardu EN 1993 1 6 in ustreznih delih v zvezi z njihovo uporabo, kar vključuje:
– 3-1. del o stolpih in jamborih;
– 3-2. del o dimnikih;
– 4-1. del o silosih;
– 4-2. del o rezervoarjih;
– 4-3. del o cevovodih.
(4) Določbe standarda EN 1999 1 5 se uporabljajo za aksisimetrične (valjaste, stožčaste, sferične) lupine in povezane krožne ali obročaste plošče ter za obroče za nosilce in jeklene gredi, kjer te tvorijo sestavni del celotne strukture.
(5) Standard EN 1999 1 5 plošč z enojno lupino (valjasto, stožčasto ali sferično) ne obravnava izrecno. Kljub temu je določbe mogoče uporabiti, če so upoštevani ustrezni mejni pogoji.
(6) Uporabiti je mogoče vrste sten lupin, ki so zajete v standardu EN 1999 1 5 (glej sliko 1.1):
– stena lupine, izdelana iz ploščato valjane pločevine in obkrožena s sosednjimi ploščami, povezanimi s soležnimi zvari, ki se imenuje »izotropna stena«;
– stena lupine s prekrivnimi spoji, ki jih tvorijo povezane sosednje plošče, katerih deli se prekrivajo, ki se imenuje »stena s prekrivnimi spoji«;
– stena lupine, pri kateri je ojačitev pritrjena na zunanjo stran in ki se ne glede na razmak med deli ojačitve imenuje »zunanje ojačana stena«;
– stena lupine z valovito strukturo, usmerjeno navzgor, ki se imenuje »osno valovita stena«;
– stena lupine, izdelana iz valovitih plošč, pri kateri valovita površina poteka okrog oboda lupine in ki se imenuje »stena, valovita po obodu«;
(7) Določbe standarda 1999 1 5 so namenjene za uporabo v temperaturnem območju, ki je opredeljeno v standardu EN 1999 1 1. Najvišja temperatura je omejena tako, da se vpliv lezenja lahko zanemari. Za konstrukcije, izpostavljene višjim temperaturam, glej standard EN 1999 1 2.
(8) Standard 1999 1 5 ne obravnava puščanja.
1.2 Predpostavke
(1) Uporabljajo se splošne predpostavke standarda EN 1990.
(2) Veljajo določbe standarda EN 1999 1 1.
(3) Postopki projektiranja veljajo le, če so izpolnjene zahteve za izvajanje iz standarda EN 1090 3 ali druge enakovredne zahteve.
(4) Pri projektiranju novih konstrukcij je standard prEN 1999 (vsi deli) namenjen za uporabo neposredno s standardi EN 1990, EN 1991, EN 1992, EN 1993, EN 1994, EN 1995, EN 1997 in EN 1998.
(5) Standard EN 1999 (vsi deli) je namenjen za uporabo v povezavi z naslednjimi standardi:
– Evropski standardi za gradbene izdelke, ki se nanašajo na aluminijaste konstrukcije
– Standard EN 1090 1: Izvedba jeklenih in aluminijastih konstrukcij – 1. del: Zahteve za ugotavljanje skladnosti sestavnih delov konstrukcij
– Standard EN 1090 3: Izvedba jeklenih in aluminijastih konstrukcij – 3. del: Tehnične zahteve za aluminijaste konstrukcije
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
SIST EN 1999-1-5:2023
01-september-2023
Nadomešča:
SIST EN 1999-1-5:2007
SIST EN 1999-1-5:2007/AC:2010
Evrokod 9 - Projektiranje konstrukcij iz aluminijevih zlitin - 1-5. del: Lupinaste
konstrukcije
Eurocode 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: EN 1999-1-5:2023
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.17 Aluminijaste konstrukcije Aluminium structures
SIST EN 1999-1-5:2023 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
SIST EN 1999-1-5:2023
SIST EN 1999-1-5:2023
EN 1999-1-5
EUROPEAN STANDARD
NORME EUROPÉENNE
March 2023
EUROPÄISCHE NORM
ICS 91.010.30; 91.080.17 Supersedes 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: Schalentragwerke
This European Standard was approved by CEN on 2 January 2023.
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. Up-to-date lists and bibliographical references
concerning such national standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN
member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by
translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management
Centre has the same status as the official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway,
Poland, Portugal, Republic of North Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and
United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels
© 2023 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1999-1-5:2023 E
worldwide for CEN national Members.
SIST EN 1999-1-5:2023
Contents Page
European foreword . 5
0 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 . 16
4 Basis of design . 18
4.1 General . 18
4.2 Consequence class and execution class . 18
5 Materials and geometry . 19
5.1 Material properties . 19
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 . 22
7.5 Types of analysis . 22
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 . 25
8.1.4 Design by numerical analysis . 25
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
Annex A (normative) Formulae for shell buckling analysis . 34
A.1 Use of this annex . 34
SIST EN 1999-1-5:2023
A.2 Scope and field of application . 34
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 . 44
A.4.1 General . 44
A.4.2 Meridional (axial) compression . 45
A.4.3 Circumferential (hoop) compression . 45
A.4.4 Shear . 49
A.5 Unstiffened lap jointed cylindrical shells . 50
A.5.1 Geometry and stress resultants . 50
A.5.2 Meridional (axial) compression . 50
A.5.3 Circumferential (hoop) compression . 50
A.5.4 Shear . 51
A.6 Unstiffened conical shells . 51
A.6.1 General . 51
A.6.2 Design buckling stresses . 52
A.6.3 Buckling strength verification . 52
A.7 Stiffened cylindrical shells of constant wall thickness . 53
A.7.1 General . 53
A.7.2 Isotropic walls with meridional stiffeners . 53
A.7.3 Isotropic walls with circumferential stiffeners . 55
A.7.4 Circumferentially corrugated walls with meridional stiffeners . 55
A.7.5 Axially corrugated walls with ring stiffeners . 59
A.7.6 Stiffened wall treated as an orthotropic shell . 60
A.7.7 Equivalent orthotropic properties of corrugated sheeting . 63
A.8 Unstiffened spherical shells under uniform circumferential compression . 64
A.8.1 Notations and boundary conditions . 64
A.8.2 Critical buckling stresses . 65
A.8.3 Circumferential buckling parameter . 65
SIST EN 1999-1-5:2023
Annex B (informative) Formulae for buckling analysis of tori-conical and tori-spherical
shells . 67
B.1 Use of this Annex . 67
B.2 Scope and field of application . 67
B.3 Notations and boundary conditions . 67
B.4 External pressure . 68
B.4.1 Critical external pressure . 68
B.4.2 Uniform squash limit external pressure . 69
B.4.3 External pressure buckling parameter . 71
B.5 Internal pressure . 71
B.5.1 Critical internal pressure . 71
B.5.2 Uniform squash limit internal pressure . 72
B.5.3 Internal pressure buckling parameter . 73
Bibliography . 75
SIST EN 1999-1-5:2023
European foreword
This document (EN 1999-1-5:2023) 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 European Standard shall be given the status of a national standard, either by publication of an
identical text or by endorsement, at the latest by September 2027, and conflicting national standards shall
be withdrawn at the latest by March 2028.
Attention is drawn to the possibility that some of the elements of this document may be the subject of
patent rights. CEN shall not be held responsible for identifying any or all such patent rights.
This document supersedes EN 1999-1-5:2007.
The main changes compared to the previous edition are listed below:
— Some reorganization of the text and its coherence with EN 1999-1-1 and the other Eurocodes;
— Update of Annex A on buckling formulae for cylinders, cones and spheres;
— New, more accurate formulation for imperfection reduction factors given in Annex A, related to
unstiffened and stiffened shells under axial load, circumferential pressure and shear, including the
case of axial compression with coexistent internal pressure;
— Better fitting of buckling curves against benchmarked available data, also considering the addition of
a new material class in EN 1999, which led to three buckling classes A, B and C;
— Improvement of wording.
The first generation of EN Eurocodes was published between 2002 and 2007. This document forms part
of the second generation of the Eurocodes, which have been prepared under Mandate M/515 issued to
CEN by the European Commission and the European Free Trade Association.
The Eurocodes have been drafted to be used in conjunction with relevant execution, material, product
and test standards, and to identify requirements for execution, materials, products and testing that are
relied upon by the Eurocodes.
The Eurocodes recognize the responsibility of each Member State and have safeguarded their right to
determine values related to regulatory safety matters at national level through the use of National
Annexes.
Any feedback and questions on this document should be directed to the users’ national standards body.
A complete listing of these bodies can be found on the CEN website.
According to the CEN-CENELEC Internal Regulations, the national standards organisations of the
following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia,
Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland,
Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Republic of North
Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and the United
Kingdom.
SIST EN 1999-1-5:2023
0 Introduction
0.1 Introduction to the Eurocodes
The Structural Eurocodes comprise the following standards generally consisting of a number of Parts:
— EN 1990 Eurocode: Basis of structural and geotechnical design
— EN 1991 Eurocode 1: Actions on structures
— EN 1992 Eurocode 2: Design of concrete structures
— EN 1993 Eurocode 3: Design of steel structures
— EN 1994 Eurocode 4: Design of composite steel and concrete structures
— EN 1995 Eurocode 5: Design of timber structures
— EN 1996 Eurocode 6: Design of masonry structures
— EN 1997 Eurocode 7: Geotechnical design
— EN 1998 Eurocode 8: Design of structures for earthquake resistance
— EN 1999 Eurocode 9: Design of aluminium structures
— New parts are under development, e.g. Eurocode for design of structural glass
The Eurocodes are intended for use by designers, clients, manufacturers, constructors, relevant
authorities (in exercising their duties in accordance with national or international regulations),
educators, software developers, and committees drafting standards for related product, testing and
execution standards.
NOTE Some aspects of design are most appropriately specified by relevant authorities or, where not specified,
can be agreed on a project-specific basis between relevant parties such as designers and clients. The Eurocodes
identify such aspects making explicit reference to relevant authorities and relevant parties.
0.2 Introduction to EN 1999 (all parts)
EN 1999 (all parts) 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.
EN 1999 (all parts) 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 (all parts) 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.
Eurocode 9 is subdivided in various parts:
— EN 1999-1-1 Eurocode 9 — Design of Aluminium Structures — Part 1-1: General rules;
— EN 1999-1-2 Eurocode 9 — Design of Aluminium Structures — Part 1-2: Structural fire design;
SIST EN 1999-1-5:2023
— EN 1999-1-3 Eurocode 9 — Design of Aluminium Structures — Part 1-3: Structures susceptible to
fatigue;
— EN 1999-1-4 Eurocode 9 — Design of Aluminium Structures — Part 1-4: Cold-formed structural
sheeting;
— EN 1999-1-5 Eurocode 9 — Design of Aluminium Structures — Part 1-5: Shell structures.
0.3 Introduction to EN 1999-1-5
This document 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 EN 1999-1-5
National choice is allowed in this standard where explicitly stated within notes. National choice includes
the selection of values for Nationally Determined Parameters (NDPs).
The national standard implementing EN 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 standard is to be used.
When no national choice is made and no default is given in this standard, the choice can be specified by a
relevant authority or, where not specified, agreed for a specific project by appropriate parties.
National choice is allowed in EN 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
SIST EN 1999-1-5:2023
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 of EN 1993 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”.
SIST EN 1999-1-5:2023
a) Elevation
b) Plan
Key
1 Isotropic (unstiffened)
2 Lap-joined
3 Externally stiffened
4 Axially corrugated
5 Circumferentially corrugated
Figure 1.1 — Illustration of cylindrical shell form
(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, EN 1999 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 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.
SIST EN 1999-1-5:2023
2 Normative references
The following documents are referred to in the text in such a way that some or all of their content
constitutes requirements of this document. For dated references, only the edition cited applies. For
undated references, the latest edition of the referenced document (including any amendments) applies.
NOTE See the Bibliography for a list of other documents cited that are not normative references, including
those referenced as recommendations (i.e. through “should” clauses) and permissions (i.e. through “may” clauses).
EN 1990, Eurocode — Basis of structural design
EN 1999-1-1:2023, Eurocode 9 — 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 1990, EN 1999-1-1 and the
following apply.
ISO and IEC maintain terminology databases for use in standardization at the following addresses:
— ISO Online browsing platform: available at https://www.iso.org/obp
— IEC Electropedia: available at https://www.electropedia.org/
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 directions
Note 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 radius of 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
3.1.1.3
complete 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.
SIST EN 1999-1-5:2023
3.1.1.5
shell 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
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
revolution
Note 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
ring stiffener
local stiffening member that passes around the circumference of the shell of revolution at a given point
on the meridian
Note 1 to entry: It is assumed to have no stiffness in the meridional plane of the shell. It is provided to increase
the stability or to introduce axisymmetric local loads acting in the plane of the ring by a state of axisymmetric normal
forces. It is not intended to provide primary resistance to bending.
3.1.1.10
base ring
structural member that passes around the circumference of the shell of revolution at the base and
provides means of attachment of the shell to a foundation or other element
Note 1 to entry: It is needed to ensure that the assumed boundary conditions are achieved in practice.
3.1.2 Special definitions for buckling calculations
3.1.2.1
critical buckling load
smallest bifurcation or limit load determined assuming the idealised conditions of elastic material
behaviour, perfect geometry, perfect load application, perfect support, material isotropy and absence of
residual stresses (LBA analysis)
SIST EN 1999-1-5:2023
3.1.2.2
critical buckling stress
nominal membrane stress associated with the elastic critical buckling load
3.1.2.3
characteristic buckling stress
nominal membrane stress associated with buckling in the presence of inelastic material behaviour and
of geometrical and structural imperfections
3.1.2.4
design buckling stress
design value of the buckling stress, obtained by dividing the characteristic buckling stress by the partial
factor for resistance
3.1.2.5
key value of the stress
value of stress in a non-uniform stress field that is used to characterise the stress magnitude in the
buckling limit state assessment
3.1.2.6
tolerance class
class of requirements to geometrical tolerances for work execution
Note 1 to entry: Geometrical tolerances for work execution are built up from fabrication of components and
execution of the components in situ.
3.2 Symbols
For the purposes of this document, the symbols given in EN 1999-1-1 and the following apply.
NOTE Additional symbols are defined where they occur.
Latin upper-case letters
C coefficient in buckling strength assessment;
C sheeting stretching stiffness in the axial direction;
ϕ
C sheeting stretching stiffness in the circumferential direction;
θ
C sheeting stretching stiffness in membrane shear;
ϕθ
D sheeting flexural rigidity in the axial direction;
ϕ
D sheeting flexural rigidity in the circumferential direction;
θ
D sheeting twisting flexural rigidity in twisting;
ϕθ
L total length of shell;
P load per unit circumference normal to the shell;
n
P load per unit circumference acting in the meridional direction;
x
P load per unit circumference acting circumferentially on the shell;
θ
U out-of-roundness tolerance parameter;
r
U initial dent tolerance parameter;
SIST EN 1999-1-5:2023
Latin lower-case letters
a imperfection reduction factor in buckling strength assessment;
(…)
d internal diameter of shell;
e eccentricity between the middle surfaces of joined plates;
f von Mises equivalent strength;
eq
f characteristic value of ultimate tensile strength;
u
f characteristic value of 0,2 % proof strength;
o
k calibration factor for nonlinear analyses;
k power of interaction Formulae in buckling strength interaction Formulae;
(…)
l length of shell segment;
l gauge length for measurement of imperfections;
g
l gauge length for measurement of imperfections in circumferential direction;
g,θ
l gauge length for measurement of imperfections across welds;
g,w
l limited length of shell for buckling strength assessment;
R
m meridional bending moment per unit width, see Figure 3.2;
x
m design values of the meridional bending moment per unit width;
x,Ed
m circumferential bending moment per unit width, see Figure 3.2,;
θ
m design values of the circumferential bending moment per unit width;
θ,Ed
m twisting shear moment per unit width, see Figure 3.2;
xθ
m design values of the twisting shear moment per unit width;
xθ,Ed
meridional membrane axial force per unit length, see Figure 3.2;
n
x
n design values of the meridional membrane axial force per unit length;
x,Ed
n membrane shear force per unit length, see Figure 3.2;
xθ
n design values of the membrane shear force per unit length ;
xθ,Ed
n circumferential membrane axial force per unit length, see Figure 3.2;
θ
n design values of the circumferential membrane axial force per unit length ;
θ,Ed
p pressure normal to the shell, see Figure 3.1;
n
p meridional surface loading parallel to the shell, see Figure 3.1;
x
p circumferential surface loading parallel to the shell, see Figure 3.1;
θ
r radial coordinate of the middle surface, normal to the axis of revolution;
t thickness of shell wall;
t maximum thickness of shell wall at a joint;
max
SIST EN 1999-1-5:2023
t minimum thickness of shell wall at a joint;
min
t average thickness of shell wall at a joint;
ave
u meridional displacement, see Figure 3.1;
v circumferential displacement, see Figure 3.1;
w displacement normal to the shell surface, see Figure 3.1;
x meridional coordinate, see Figure 3.1;
z axial coordinate, see Figure 3.1;
Greek upper-case letters
Δ range of parameter when alternating or cyclic actions are involved;
Δw tolerance normal to the shell surface;
θ circumferential coordinate, see Figure 3.1;
ϕ meridional slope: angle between axis of revolution and normal to the meridian of the shell,
see Figure 3.1;
Greek lower-case letters
a imperfection reduction factor in buckling strength assessment;
(…)
α calculated resistance amplification factor (used with subscripts to identify the basis);
R
α plastic reference resistance amplification factor (defined as a load factor on design
Rpl
loads);
α elastic critical buckling load amplification factor (defined as a load factor on design
Rcr
loads);
β apex half angle of cone;
β meridional rotation (see 7.2);
ϕ
μ alloy hardening parameter in buckling curves for shells;
σ von Mises equivalent stress;
eq
σ meridional membrane stress, see Figure 3.1;
x
σ meridional critical buckling stress;
x,cr
σ design values of the buckling-relevant meridional membrane stress (positive when
x,Ed
compression);
σ meridional design buckling stress resistance;
x,Rd
circumferential membrane stress, see Figure 3.1;
σ
θ
σ circumferential critical buckling stress;
θ,cr
σ design values of the buckling-relevant circumferential membrane stress (positive when
θ,Ed
compression);
σ circumferential design buckling stress resistance;
θ,Rd
SIST EN 1999-1-5:2023
τ in-plane shear stress, see Figure 3.1;
xθ
τ shear critical buckling stress;
cr
τ design values of the buckling-relevant shear membrane stress;
Ed
τ shear design buckling stress resistance.
Rd
τ , τ meridional, circumferential transverse shear stresses associated with bending, see
xn θn
Figure 3.1.
Key
a) Surface pressures
b) Coordinates
c) Membrane stresses
d) Directions
θ = circumferential
n = normal
x = meridional
e) Displacements
f) Transverse shear stresses
Figure 3.1 — Symbols in shells of revolutions
SIST EN 1999-1-5:2023
Key
a) Membrane stress resultants
b) Bending stress resultants
Figure 3.2 — Stress resultants in the shell wall (x is meridional and θ circumferential)
3.3 Sign conventions
(1) In general the sign conventions are the following, except as noted in (2)
— outward direction positive;
— internal pressure positive;
— outward displacement positive;
— tensile stresses positive;
— shear stresses as shown in Figure 3.1.
(2) For simplicity, for buckling analysis, compressive stresses are treated as positive. For these cases
both external pressures and internal pressures are treated as positive.
3.4 Coordinate systems
(1) In general, the convention for the global shell structure axis system is in cylindrical coordinates (see
Figure 3.3) as follows:
— coordinate along the central axis of a shell of revolution z
— radial coordinate r
— circumferential coordinate θ
SIST EN 1999-1-5:2023
Key
(p) pole
(m) shell meridian
(c) instantaneous centre of meridional curvature
Figure 3.3 — Coordinate systems for a shell of revolution
(2) The convention for structural elements attached to the shell wall (see Figure 3.4) is different for
meridional and circumferential members.
(3) The convention for meridional straight structural elements (see Figure 3.4 a)) attached to the shell
wall is:
— meridional coordinate for barrel, hopper and roof attachment x
— strong bending axis (parallel to flanges: axis for meridional bending) y
— weak bending axis (perpendicular to flanges) z
(4) The convention for circumferential curved structural elements (see Figure 3.4 b)) attached to a shell
wall is:
— circumferential coordinate axis (curved) θ
— radial axis (axis for bending in the meridional plane) r
— meridional axis (axis for circumferential bending) z
SIST EN 1999-1-5:2023
Key
a) meridional stiffener
b) circumferential stiffener
Figure 3.4 — Local coordinate system for meridional and circumferential stiffeners on a shell
4 Basis of design
4.1 General
(1) The design of shells shall be in accordance with the rules given in EN 1990 and EN 1999-1-1.
(2) Appropriate partial factors shall be adopted for ultimate limit states and serviceability limit states.
(3) For verification by calculation at ultimate limit states the partial factor γ shall be taken as follows:
M
— resistance to yielding and instability: γ
M1
— resistance of plate in tension to fracture: γ
M2
— resistance of joints: see EN 1999-1-1
NOTE For values of γ , see EN 1999-1-1.
Mi
4.2 Consequence class and execution class
(1) The selection of Consequence Class, see EN 1990 and EN 1999-1-1, should be agreed between the
designer and the client in cooperation, taking national provisions into account.
(2) The Execution Class, see EN 1999-1-1, should be defined in the execution specification.
SIST EN 1999-1-5:2023
5 Materials and geometry
5.1 Material properties
(1) EN 1999-1-5 applies to wrought materials (alloys and tempers) listed in EN 1999-1-1:2023,
Tables 5.3 and 5.4 and EN 1999-1-4:2023, Table 5.1 for cold-formed sheeting.
(2) For service temperatures between 80 °C and 100 °C the material properties should be obtained from
EN 1999-1-1.
(3) For a global numerical analysis using material nonlinearity, guidance for the appropriate stress-
strain curve to be selected is given in EN 1999-1-1:2023, Annex F.
5.2 Design values of geometrical data
(1) The thickness, t, of the shell should be taken as defined in EN 1999-1-1 and EN 1999-1-4.
(2) The middle surface of the shell should be taken as the reference surface for loads.
(3) The radius, r, of the shell should be taken as the nominal radius of the middle surface of the shell,
measured normal to the axis of revolution.
5.3 Geometrical tolerances and geometrical imperfections
(1) The following geometrical deviations of the shell surface from the nominal shape should be
considered:
— out-of-roundness (deviation from circularity);
— eccentricities (deviations from a continuous middle surface in the direction normal to the shell along
junctions of plates);
— local dents (local normal deviations from the nominal middle surface).
NOTE EN 1090-3 contains requirements for geometrical tolerances for shell structures.
(2) For geometrical tolerances related to buckling resistance, see 8.2.2.
6 Durability
(1) The basic requirements given in EN 1999-1-1:2023, Clause 6 shall apply.
(2) Special attention should be given to cases in which different materials are intended to act
compositely, if these materials are such that electrochemical phenomena might produce conditions
leading to corrosion.
NOTE For corrosion resistance of fasteners for the environmental corrosivity categories according to ISO 9223,
see EN 1999-1-4.
(3) The environmental conditions prevailing from the time of manufacture, including those during
transport and storage on site, should be taken into account.
7 Structural analysis
7.1 Geometry
(1) The shell should be represented by its middle surface.
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