oSIST prEN 1993-1-6:2023
(Main)Eurocode 3 - Design of steel structures - Part 1-6: Strength and Stability of Shell Structures
Eurocode 3 - Design of steel structures - Part 1-6: Strength and Stability of Shell Structures
1.1 Scope of prEN 1993-1-6
(1) prEN 1993-1-6 provides rules for the structural design of plated steel structures that have the form of a shell of revolution (axisymmetric shell).
(2) This document is applicable to unstiffened fabricated axisymmetric shells formed from isotropic rolled plates using both algebraic and computational procedures, and to stiffened axisymmetric shells with different wall constructions using computational procedures. It also applies to associated circular or annular plates and to beam section rings and stringer stiffeners where they form part of the complete shell structure. The general computational procedures are applicable to all shell forms.
(3) This document does not apply to manufactured shells or to shell panels or to elliptical shell forms, except that its computational procedures are applicable to all shell structures. This document does not apply to structures under seismic or other dynamic loading. It does not cover the aspects of leakage of stored liquids or solids.
(4) Cylindrical and conical panels are not explicitly covered by this document. However, the provisions of subclause 9.8 can be used provided that appropriate boundary conditions are taken into account.
(5) This document defines the characteristic and design values of the resistance of the structure.
(6) This document is concerned with the requirements for design against the ultimate limit states of:
- plastic failure;
- cyclic plasticity;
- buckling;
- fatigue.
(7) Overall equilibrium of the structure (sliding, uplifting, overturning) is not included in this document. Special considerations for specific applications are included in the relevant application parts of EN 1993.
(8) Detailed formulae for the simple calculation of unstiffened cylinders, cones and spherical domes are given in the Annexes.
(9) Provisions for simple calculations on specific stiffened shell types are given in EN 1993-4-1.
(10) This document is intended for application to steel shell structures. Where no standard exists for shell structures made of other metals, including high strength steels, the provisions of this document are applicable provided the appropriate material properties of the metal are taken into account.
(11) The provisions of this document are intended to be applied within the temperature ranges defined in the relevant EN 1993 application parts.
(12) Where no application part defines a different range, this document applies to structures within the following limits:
- design metal temperatures lie within the range −50 °C to +100 °C, except when using the special provisions given in 5.1;
- radius to thickness ratios (r/t) within the range 50 to 2 000;
- manufactured circular hollow sections according to EN 10210 and EN 10219 are outside the scope of this standard and are covered by EN 1993-1-1. However, if no other provisions are available, the rules of this document are useful for manufactured circular hollow sections. In particular, this document is applicable to the design of manufactured piles (see EN 1993-5) provided the imperfections and tolerance requirements of EN 1993-5 are adopted in place of those specified in prEN 1993-1-6, and where no other standard covers the specific pile geometry.
NOTE 1 Experimental and theoretical data relating to manufactured circular hollow sections were not considered when this document was drafted. The application of this document to such structures therefore remains the responsibility of the user.
NOTE 2 The stress design rules of this document can be rather conservative if applied to some geometries and loading conditions for relatively thick-walled shells.
NOTE 3 Thinner shells than r/t = 2 000 can be treated using these provisions but the provisions have not been verified for such thin shells.
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Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 1-6: Festigkeit und Stabilität von Schalen
1.1 Anwendungsbereich von prEN 1993 1 6
(1) prEN 1993 1 6 enthält Grundregeln für die Tragwerksplanung von Stahlkonstruktionen in Form von Rotationsschalen (rotationssymmetrische Schalen).
(2) Dieses Dokument ist unter Anwendung sowohl algebraischer als auch rechnergestützter Verfahren auf unversteifte zusammengesetzte rotationssymmetrische Schalen, die durch Umformen isotroper Walzbleche hergestellt werden, sowie unter Anwendung rechnergestützter Verfahren auf versteifte rotationssymmetrische Schalen mit unterschiedlichen Wandkonstruktionen anwendbar. Es gilt auch für zugehörige Kreis- oder Kreisringplatten sowie für stabförmige Ring- und Längssteifen, soweit sie Teile der vollständigen Schalenkonstruktion sind. Die allgemeinen rechnergestützten Verfahren gelten für alle Schalenformen.
(3) Dieses Dokument gilt nicht für industriell hergestellte Schalen oder für Schalenplatten oder elliptische Schalenformen mit der Ausnahme, dass die allgemeinen rechnergestützten Verfahren für alle Schalenkonstruktionen gelten. Es gilt nicht für Tragwerke unter dynamischer oder Erdbebenbeanspruchung. Es deckt keine Dichtigkeitsaspekte in Zusammenhang mit gelagerten Flüssigkeiten oder Feststoffen ab.
(4) Zylindrische und kegelförmige Schalenteile, felder und abschnitte werden in dieser Norm nicht explizit behandelt. Die Bestimmungen nach 9.8 können jedoch angewendet werden, sofern die zutreffenden Randbedingungen berücksichtigt werden.
(5) Dieses Dokument definiert die charakteristischen Werte und die Bemessungswerte des Tragwerkswiderstands.
(6) Dieses Dokument behandelt die Anforderungen an die Bemessung gegen die folgenden Grenzzustände der Tragfähigkeit:
- plastisches Versagen;
- zyklisches Plastizieren;
- Beulen;
- Ermüdung.
(7) Das Gesamtgleichgewicht des Tragwerks (Gleiten, Abheben, Umkippen) ist nicht Gegenstand dieser Norm. Besondere Überlegungen für spezielle Anwendungen werden in den einschlägigen Anwendungsteilen von EN 1993 behandelt.
(8) In den Anhängen sind detaillierte Gleichungen für die einfache Berechnung von unversteiften Zylindern, Kegeln und halbkugelförmigen Kuppeln angegeben.
(9) Bestimmungen für einfache Berechnungen bestimmter versteifter Schalentypen sind in EN 1993 4 1 angegeben.
(10) Diese Norm ist zur Anwendung auf stählerne Schalenkonstruktionen vorgesehen. In Abwesenheit bestehender Normen zu Schalenkonstruktionen aus anderen Metallen, einschließlich hochfesten Stählen, gelten die Bestimmungen dieser Norm unter der Voraussetzung, dass die jeweiligen Baustoffeigenschaften des Metalls berücksichtigt werden.
(11) Die Bestimmungen dieser Norm sind zur Anwendung innerhalb der in den einschlägigen Anwendungsteilen von EN 1993 definierten Temperaturbereiche vorgesehen.
(12) Sofern kein abweichender Bereich in einem Anwendungsteil festgelegt ist, gilt diese Norm für Tragwerke innerhalb der folgenden Grenzen:
- Bemessungswerte der Metalltemperatur liegen innerhalb des Bereichs von −50 °C bis +100 °C, ausgenommen bei Anwendung der speziellen Bestimmungen nach 5.1;
- Radius/Dicken-Verhältnisse (r/t) liegen innerhalb des Bereichs von 50 bis 2 000;
- industriell hergestellte kreisförmige Hohlprofile nach EN 10210 und EN 10219 fallen nicht in den Anwendungsbereich dieser Norm und werden durch EN 1993 1 1 abgedeckt. Liegen jedoch keine anderen Bestimmungen vor, sind die Regeln dieser Norm nützlich für industriell hergestellte kreisförmige Hohlprofile. Diese Norm ist insbesondere anwendbar für die Bemessung industriell hergestellter Pfähle (siehe EN 1993 5), sofern die Anforderungen bezüglich Imperfektionen und Toleranzen nach EN 1993 5 statt der in prEN 1993 1 6 festgelegten angewendet werden und die jeweilige Pfahlgeometrie durch keine andere Norm abgedeckt wird.
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Eurocode 3 - Calcul des structures en acier - Partie 1-6: Résistance et stabilité des structures en coque
1.1 Domaine d'application du prEN 1993-1-6
(1) Le prEN 1993-1-6 établit les règles de dimensionnement des structures en plaques d'acier ayant la forme d'une coque de révolution (coque axisymétrique).
(2) Le présent document s'applique aux coques axisymétriques fabriquées non raidies, formées à partir de plaques laminées isotropes à l'aide de procédures algébriques et informatiques, ainsi qu'aux coques axisymétriques raidies présentant différentes constructions de parois, à l'aide de procédures informatiques. Il s'applique également aux plaques annulaires ou circulaires et aux poutres annulaires et raidisseurs verticaux associés lorsqu'ils font partie de la structure complète en coque. Les procédures informatiques générales s'appliquent à toutes les formes de coques.
(3) Le présent document ne s'applique ni aux coques manufacturées, ni aux panneaux de coques, ni aux coques de forme elliptique, à l'exception du fait que ses procédures informatiques sont applicables à toutes les structures en coque. Le présent document ne s'applique pas aux structures soumises à des charges sismiques ou autres charges dynamiques. Il ne traite pas des aspects liés aux fuites de liquides ou solides stockés.
(4) Les panneaux cylindriques et coniques ne sont pas explicitement couverts par le présent document. Cependant, les dispositions du paragraphe 9.8 peuvent être utilisées sous réserve de prendre en compte les conditions aux limites appropriées.
(5) Le présent document définit les valeurs caractéristiques et de calcul de la résistance de la structure.
(6) Le présent document énonce les exigences pour le calcul aux états limites ultimes de :
- rupture plastique ;
- plasticité cyclique ;
- flambement et/ou voilement ;
- fatigue.
(7) L'équilibre global de la structure (glissement, soulèvement, renversement) ne figure pas dans le présent document. Des considérations particulières concernant des applications spécifiques figurent dans les parties applicatives appropriées de l'EN 1993.
(8) Les formules détaillées pour le calcul simple des cylindres, cônes et dômes sphériques non raidis sont données en Annexes.
(9) Les dispositions relatives aux calculs simples sur des types de coques raidies spécifiques sont données dans l'EN 1993-4-1.
(10) Le présent document est destiné à être appliqué aux structures en coque en acier. En l'absence de norme applicable aux structures en coque constituées d'autres métaux, y compris d'aciers à haute résistance, les dispositions du présent document s'appliquent à condition de prendre en compte les propriétés de matériau appropriées du métal concerné.
(11) Les dispositions du présent document sont destinées à être appliquées dans les plages de températures définies dans les parties applicatives appropriées de l'EN 1993.
(12) Lorsqu'aucune partie applicative ne définit de plage différente, le présent document s'applique aux structures dans les limites suivantes :
- les valeurs de calcul des températures du métal se situent dans la plage de −50 °C à +100 °C, sauf lorsque les dispositions particulières énoncées en 5.1 sont appliquées ;
- les rapports rayon-épaisseur (r/t) se situent dans la plage de 50 à 2 000 ;
- les profils creux circulaires manufacturés conformément à l'EN 10210 et à l'EN 10219 n'entrent pas dans le domaine d'application de la présente norme et sont couverts par l'EN 1993-1-1. Cependant, en l'absence de toute autre disposition, les règles du présent document sont utiles pour les profils creux circulaires manufacturés. Le présent document s'applique en particulier au calcul de pieux manufacturés (voir EN 1993-5), à condition d'adopter les imperfections et les exigences de tolérances de l'EN 1993-5 en lieu et place de celles spécifiées dans le prEN 1993-1-6, et lorsqu'aucune autre norme ne traite de la géométrie spécifique du pieu.
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Evrokod 3 - Projektiranje jeklenih konstrukcij - 1-6. del: Trdnost in stabilnost lupinastih konstrukcij
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
oSIST prEN 1993-1-6:2023
01-maj-2023
Evrokod 3 - Projektiranje jeklenih konstrukcij - 1-6. del: Trdnost in stabilnost
lupinastih konstrukcij
Eurocode 3 - Design of steel structures - Part 1-6: Strength and Stability of Shell
Structures
Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 1-6: Festigkeit und
Stabilität von Schalen
Eurocode 3 - Calcul des structures en acier - Partie 1-6: Résistance et stabilité des
structures en coque
Ta slovenski standard je istoveten z: prEN 1993-1-6
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.13 Jeklene konstrukcije Steel structures
oSIST prEN 1993-1-6:2023 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
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oSIST prEN 1993-1-6:2023
DRAFT
EUROPEAN STANDARD
prEN 1993-1-6
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2023
ICS 91.010.30; 91.080.13 Will supersede EN 1993-1-6:2007
English Version
Eurocode 3 - Design of steel structures - Part 1-6: Strength
and Stability of Shell Structures
Eurocode 3 - Calcul des structures en acier - Partie 1-6: Eurocode 3 - Bemessung und Konstruktion von
Résistance et stabilité des structures en coque Stahlbauten - Teil 1-6: Festigkeit und Stabilität von
Schalen
This draft European Standard is submitted to CEN members for enquiry. It has been drawn up by the Technical Committee
CEN/TC 250.
If this draft becomes a European Standard, CEN members are bound to comply with the CEN/CENELEC Internal Regulations
which stipulate the conditions for giving this European Standard the status of a national standard without any alteration.
This draft European Standard was established by CEN in three official versions (English, French, German). A version in any other
language made by translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC
Management Centre has the same status as the official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway,
Poland, Portugal, Republic of North Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and
United Kingdom.
Recipients of this draft are invited to submit, with their comments, notification of any relevant patent rights of which they are
aware and to provide supporting documentation.
Warning : This document is not a European Standard. It is distributed for review and comments. It is subject to change without
notice and shall not be referred to as a European Standard.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels
© 2023 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 1993-1-6:2023 E
worldwide for CEN national Members.
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Contents Page
European foreword . 5
0 Introduction . 6
1 Scope . 9
1.1 Scope of prEN 1993-1-6 . 9
1.2 Assumptions . 10
2 Normative references . 11
3 Terms, definitions and symbols . 11
3.1 Definitions . 11
3.2 Symbols . 21
3.3 Sign conventions . 28
4 Basis of design . 28
4.1 General rules . 28
4.2 Types of analysis . 29
4.3 Shell boundary conditions . 32
4.4 Verification by the partial factor method . 33
5 Materials and geometry . 34
5.1 Material properties . 34
5.2 Design values of geometrical data . 35
5.3 Geometrical tolerances and geometrical imperfections . 35
6 Structural analysis . 36
6.1 Types of design . 36
6.2 Stress resultants and stresses in shells . 38
6.3 Ultimate limit states to be considered . 42
6.4 Concepts for the limit state verifications . 45
7 Plastic failure Limit State (LS1) . 46
7.1 Design values of actions . 46
7.2 Stress design . 46
7.3 Design by computational MNA or GMNA analysis . 48
7.4 Design using standard formulae . 49
8 Cyclic plasticity Limit State (LS2) . 49
8.1 Design values of actions . 49
8.2 Stress design . 49
8.3 Design by computational GMNA analysis. 50
8.4 Design using standard formulae . 51
9 Buckling Limit State (LS3) . 51
9.1 Design values of actions . 51
9.2 Special definitions and symbols . 51
9.3 Buckling-relevant boundary conditions . 52
9.4 Buckling-relevant geometrical tolerances . 55
9.5 Stress design . 65
9.6 Design using reference resistances . 69
9.7 Design by computational analysis using LBA and MNA analyses . 71
9.8 Design by computational analysis using GMNIA analysis . 76
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10 Fatigue Limit State (LS4). 83
10.1 Design values of actions . 83
10.2 Stress design . 83
Annex A (informative) Membrane theory stresses in unstiffened shells . 87
A.1 Use of this Annex . 87
A.2 Scope and field of application . 87
A.3 General . 87
A.4 Cylindrical shells . 89
A.5 Conical shells. 90
A.6 Spherical shells . 92
Annex B (informative) Formulae for plastic reference resistances of unstiffened shells
and circular plates . 93
B.1 Use of this Annex . 93
B.2 Scope and field of application . 93
B.3 General . 93
B.4 Uniform unstiffened cylindrical shells . 94
B.5 Cylindrical shells with local ring stiffeners . 97
B.6 Junctions between conical and cylindrical shells . 99
B.7 Circular plates with axisymmetric boundary conditions . 101
Annex C (informative) Formulae for linear elastic membrane and bending stresses in
unstiffened cylindrical shells and circular plates . 103
C.1 Use of this Annex . 103
C.2 Scope and field of application . 103
C.3 General . 103
C.4 Clamped base cylindrical shells . 104
C.5 Pinned base cylindrical shells . 108
C.6 Internal conditions in cylindrical shells . 111
C.7 Local ring stiffener on a cylindrical shell . 114
C.8 Circular plates with simply supported boundary conditions . 116
C.9 Circular plates with clamped boundary conditions . 117
Annex D (normative) Formulae to determine the buckling resistance of unstiffened
shells when using stress design . 119
D.1 Use of this annex . 119
D.2 Scope and field of application . 119
D.3 Cylindrical shells of constant wall thickness: basic load cases . 119
D.4 Cylindrical shells of constant wall thickness: combined cases . 129
D.5 Cylindrical shells of stepwise variable wall thickness . 134
D.6 Lap jointed cylindrical shells . 143
D.7 Complete and truncated conical shells. 145
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Annex E (normative) Formulae to determine the buckling resistance of unstiffened
shells when using reference resistance design . 150
E.1 Use of this annex . 150
E.2 Scope and field of application . 150
E.3 Cylindrical shells under global bending . 150
E.4 Spherical dome shells . 155
Bibliography . 160
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European foreword
This document (prEN 1993-1-6:2023) has been prepared by Technical Committee CEN/TC 250
“Structural Eurocodes”, the secretariat of which is held by BSI. CEN/TC 250 is responsible for all
Structural Eurocodes and has been assigned responsibility for structural and geotechnical matters
by CEN.
This document is currently submitted to the CEN Enquiry.
This document will supersede EN 1993-1-6:2007 and its amendments and corrigenda.
The first generation of EN Eurocodes was published between 2002 and 2007. This document forms
part of the second generation of the Eurocodes, which have been prepared under Mandate M/515
issued to CEN by the European Commission and the European Free Trade Association.
The Eurocodes have been drafted to be used in conjunction with relevant execution, material,
product and test standards, and to identify requirements for execution, materials, products and
testing that are relied upon by the Eurocodes.
The Eurocodes recognize the responsibility of each Member State and have safeguarded their right
to determine values related to regulatory safety matters at national level through the use of
National Annexes.
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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 1993 (all parts)
EN 1993 (all parts) applies to the design of buildings and civil engineering works in steel. 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 1993 (all parts) is concerned only with requirements for resistance, serviceability, durability
and fire resistance of steel structures. Other requirements, e.g. concerning thermal or sound
insulation, are not covered.
EN 1993 is subdivided in various parts:
EN 1993-1, Design of Steel Structures — Part 1: General rules and rules for buildings;
EN 1993-2, Design of Steel Structures — Part 2: Steel bridges;
EN 1993-3, Design of Steel Structures — Part 3: Towers, masts and chimneys;
EN 1993-4, Design of Steel Structures — Part 4: Silos and tanks;
EN 1993-5, Design of Steel Structures — Part 5: Piling;
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EN 1993-6, Design of Steel Structures — Part 6: Crane supporting structures;
1
EN 1993-7 , Design of steel structures — Part 7: Design of sandwich panels.
EN 1993-1 in itself does not exist as a physical document, but comprises the following 14 separate
parts, the basic part being EN 1993-1-1:
EN 1993-1-1, Design of Steel Structures — Part 1-1: General rules and rules for buildings;
EN 1993-1-2, Design of Steel Structures — Part 1-2: Structural fire design;
EN 1993-1-3, Design of Steel Structures — Part 1-3: Cold-formed members and sheeting;
NOTE Cold formed hollow sections supplied according to EN 10219 are covered in EN 1993-1-1.
EN 1993-1-4, Design of Steel Structures — Part 1-4: Stainless steels;
EN 1993-1-5, Design of Steel Structures — Part 1-5: Plated structural elements;
EN 1993-1-6, Design of Steel Structures — Part 1-6: Strength and stability of shell structures;
EN 1993-1-7, Design of Steel Structures — Part 1-7: Plate assemblies with elements under transverse
loads;
EN 1993-1-8, Design of Steel Structures — Part 1-8: Design of joints;
EN 1993-1-9, Design of Steel Structures — Part 1-9: Fatigue strength of steel structures;
EN 1993-1-10, Design of Steel Structures — Part 1-10: Selection of steel for fracture toughness and
through-thickness properties;
EN 1993-1-11, Design of Steel Structures — Part 1-11: Design of structures with tension components
made of steel;
EN 1993-1-12, Design of Steel Structures — Part 1-12: Additional rules for steel grades up to S960;
2
EN 1993-1-13 , Design of Steel Structures — Part 1-13: Beams with large web openings;
3
EN 1993-1-14 , Design of Steel Structures — Part 1-14: Design assisted by finite element analysis.
All subsequent parts EN 1993-1-2 to EN 1993-1-14 treat general topics that are independent from
the structural type such as structural fire design, cold-formed members and sheeting, stainless
steels, plated structural elements, etc.
All subsequent parts numbered EN 1993-2 to EN 1993-7 treat topics relevant for a specific
structural type such as steel bridges, towers, masts and chimneys, silos and tanks, piling, crane
supporting structures, etc. EN 1993-2 to EN 1993-7 refer to the generic rules in EN 1993-1 and
supplement, modify or supersede them.
0.3 Introduction to prEN 1993-1-6
prEN 1993-1-6 gives design requirements for steel shell structures that are subject to forces and
pressures that induce membrane and bending stress resultants in the shell. It also covers annular
plates and ring stiffeners. Its provisions can be used for a wide variety of stiffened and unstiffened
curved structures through the application of computational methods. It is applicable to silos, tanks,
chimneys, wind turbine towers, biodigesters and piles.
1
Under preparation.
2
Under preparation.
3
Under preparation.
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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 1993-1-6
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 prEN 1993-1-6 can have a National Annex containing all
national choices to be used for the design of buildings and civil engineering works to be constructed
in the relevant country.
When no national choice is given, the default choice given in this standard is to be used.
When no national choice is made and no default 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 prEN 1993-1-6 through notes to the following:
4.4 (3) 6.3.2 (3) 6.3.4 (2) 9.8.2 (12)
National choice is allowed in prEN 1993-1-6 on the application of the following informative
annexes:
Annex A Annex B Annex C
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1 Scope
1.1 Scope of prEN 1993-1-6
(1) prEN 1993-1-6 provides rules for the structural design of plated steel structures that have the
form of a shell of revolution (axisymmetric shell).
(2) This document is applicable to unstiffened fabricated axisymmetric shells formed from isotropic
rolled plates using both algebraic and computational procedures, and to stiffened axisymmetric
shells with different wall constructions using computational procedures. It also applies to
associated circular or annular plates and to beam section rings and stringer stiffeners where they
form part of the complete shell structure. The general computational procedures are applicable to
all shell forms.
(3) This document does not apply to manufactured shells or to shell panels or to elliptical shell
forms, except that its computational procedures are applicable to all shell structures. This
document does not apply to structures under seismic or other dynamic loading. It does not cover
the aspects of leakage of stored liquids or solids.
(4) Cylindrical and conical panels are not explicitly covered by this document. However, the
provisions of subclause 9.8 can be used provided that appropriate boundary conditions are taken
into account.
(5) This document defines the characteristic and design values of the resistance of the structure.
(6) This document is concerned with the requirements for design against the ultimate limit states
of:
— plastic failure;
— cyclic plasticity;
— buckling;
— fatigue.
(7) Overall equilibrium of the structure (sliding, uplifting, overturning) is not included in this
document. Special considerations for specific applications are included in the relevant application
parts of EN 1993.
(8) Detailed formulae for the simple calculation of unstiffened cylinders, cones and spherical domes
are given in the Annexes.
(9) Provisions for simple calculations on specific stiffened shell types are given in EN 1993-4-1.
(10) This document is intended for application to steel shell structures. Where no standard exists
for shell structures made of other metals, including high strength steels, the provisions of this
document are applicable provided the appropriate material properties of the metal are taken into
account.
(11) The provisions of this document are intended to be applied within the temperature ranges
defined in the relevant EN 1993 application parts.
(12) Where no application part defines a different range, this document applies to structures within
the following limits:
— design metal temperatures lie within the range −50 °C to +100 °C, except when using the
special provisions given in 5.1;
— radius to thickness ratios (r/t) within the range 50 to 2 000;
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oSIST prEN 1993-1-6:2023
prEN 1993-1-6:2023 (E)
— manufactured circular hollow sections according to EN 10210 and EN 10219 are outside the
scope of this standard and are covered by EN 1993-1-1. However, if no other provisions are
available, the rules of this document are useful for manufactured circular hollow sections. In
particular, this document is applicable to the design of manufactured piles (see EN 1993-5)
provided the imperfections and tolerance requirements of EN 1993-5 are adopted in place of
those specified in prEN 1993-1-6, and where no other standard covers the specific pile
geometry.
NOTE 1 Experimental and theoretical data relating to manufactured circular hollow sections were not
considered when this document was drafted. The application of this document to such structures therefore
remains the responsibility of the user.
NOTE 2 The stress design rules of this document can be rather conservative if applied to some geometries
and loading conditions for relatively thick-walled shells.
NOTE 3 Thinner shells than r/t = 2 000 can be treated using these provisions but the provisions have not
been verified for such thin shells.
NOTE 4 The maximum temperature is restricted so that the influence of creep can be ignored where high
temperature creep effects are not covered by the relevant application part.
NOTE 5 Where temperatures outside the above range are involved, the thermally adjusted properties can
be found in EN 1993-1-2 or other CEN standards as appropriate. Where no other standard is available, refer to
EN 1993-1-2 which, though intended for the design of steel structures against fire, gives general temperature-
dependent material properties that can be more widely used (see 5.1(10)).
1.2 Assumptions
(1) Unless specifically stated, the provisions of EN 1990, EN 1991 (all parts) and the other relevant
parts of EN 1993-1 (all parts) apply.
(2) The design methods given in prEN 1993-1-6 are applicable if:
— the execution quality is as specified in EN 1090-2, and
— the construction materials and products used are as specified in the relevant parts of EN 1993
(all parts), or in the relevant material and product specifications.
NOTE The buckling-related tolerance requirements of this document differ in some aspects from those of
EN 1090-2 (see Clause 9).
(3) The provisions in this document apply to materials that satisfy the brittle fracture provisions
given in EN 1993-1-4, EN 1993-1-10 and EN 1993-1-12.
(4) In this document, it is assumed that wind loading, seismic actions and bulk solids flow can, in
general, be treated as quasi-static actions.
(5) Dynamic effects are outside the scope of prEN 1993-1-6, and are covered by the relevant
application part of EN 1993 or EN 1998, including the consequences for fatigue. However, the stress
resultants arising from dynamic behaviour are treated in
...
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