EN 1993-1-7:2025

Eurocode 3 - Design of steel structures - Part 1-7: Plate assemblies with elements under transverse loads

1.1   Scope of prEN 1993-1-7
(1) prEN 1993-1-7 provides rules for the structural design of assemblies of unstiffened and stiffened steel plates whose elements are under predominantly distributed transverse loads.
(2) prEN 1993-1-7 is applicable to containment structures such as silos, tanks, digesters and lock gates, where the external actions chiefly act transversely on their individual plates or panels. Where a plate or panel under bending is additionally subject to membrane forces that have a significant effect on the resistance, this document covers assessment of the resistance through its computational analysis procedures.
(3) prEN 1993-1-7 is applicable to structures with rectangular, trapezoidal or triangular component plate segments, each with one axis of symmetry.
(4) prEN 1993-1-7 does not apply to plates or panels where the dominant structural resistance requirement relates to membrane forces in the plates (for these, see EN 1993-1-5).
(5) prEN 1993-1-7 does not apply to plates or panels whose curvature (out of flatness) exceeds that defined in 1.1 (14). For such curved plates, see EN 1993-1-6.
(6) prEN 1993-1-7 does not apply to circular or annular plates. For such plates, see EN 1993 1-6.
(7)    prEN 1993-1-7 does not apply to cold-formed sheeting. For such plates, see EN 1993-1-3.
(8) This document is only concerned with the requirements for design of plates and plate assemblies against the ultimate limit states of:
-   plastic failure;
-   cyclic plasticity;
-   buckling;
-   fatigue.
(9) Overall equilibrium of the structure (sliding, uplifting, or overturning) is not included in this document. Special considerations for specific applications are available in the relevant applications parts of EN 1993.
(10) The rules in this document refer to plate assemblies that are fabricated using unstiffened or stiffened plates or panels. The document is also applicable to the design of individual plates or panels that are predominantly subject to actions transverse to the plane of each plate. Both frictional actions on the plate surface and forces imposed by adjacent components of the plate assembly also induce in-plane actions in each plate.
(11) This document gives algebraic rules and guidance to account for bending with small membrane forces in the individual plates or panels. Where an unstiffened or stiffened plates or panels is subject to significant magnitudes of both bending and in-plane forces, the computational analysis procedures of this document apply.
(12) Where no application part defines a different range, this document applies to structures within the following limits:
-   design metal temperatures within the range −50 °C to +100 °C;
-   the geometry of individual plate segments is limited to rectangular, triangular and trapezoidal shapes with b/t greater than 20, or b1/t greater than 20, as appropriate (see Figure 3.2);
-   Single plate elements are treated as flat where the deviation from flatness e0 meets the condition   (see Figure 9.1). Where this criterion is not met, it is appropriate to treat the plate as a shell panel (see EN 1993-1-6).
1.2   Assumptions
(1) Unless specifically stated, the provisions of EN 1990, EN 1991 (all parts) and EN 1993 (all parts) apply.
(2) The design methods given in prEN 1993-1-7 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.
(3) The provisions in this document apply to materials that satisfy the brittle fracture provisions given in EN 1993-1-4 and EN 1993-1-10.
(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.
...

Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 1-7 : Plattenförmige Bauteile mit Querbelastung

Anwendungsbereich von prEN 1993-1-7
(1) prEN 1993-1-7 enthält Regeln für die Tragwerksplanung von Baugruppen aus unausgesteiften und ausgesteiften Stahlblechen, deren Bauelemente hauptsächlich durch verteilte Querlasten beansprucht werden.
(2) prEN 1993-1-7 gilt für Behälterbauwerke, wie Silos, Tanks, Biogasanlagen und Schleusentore, bei denen externe Lasten hauptsächlich quer auf die einzelnen Bleche oder Platten wirken. Dieses Dokument behandelt die Beurteilung der Tragfähigkeit durch rechnergestützte Berechnungsverfahren, für den Fall, dass ein Blech oder eine Platte unter Biegung zusätzlich durch Membrankräfte, die einen erheblichen Einfluss auf die Tragfähigkeit haben, beansprucht wird.
(3) prEN 1993-1-7 gilt für Bauwerke mit rechteckigen, trapezförmigen oder dreieckigen Blechsegmenten, von denen jedes eine Symmetrieachse aufweist.
(4) prEN 1993-1-7 gilt nicht für Bleche oder Platten, bei denen sich die Hauptanforderung an die Tragfähigkeit auf Membrankräfte in den Blechen bezieht (für diese siehe EN 1993-1-5).
(5) prEN 1993-1-7 gilt nicht für Bleche oder Platten, deren Krümmung (Unebenheit) die nach 1.1 (14) festgelegte überschreitet. Für derartige gekrümmte Bleche siehe EN 1993-1-6.
(6) prEN 1993-1-7 gilt nicht für kreis- oder ringförmige Bleche. Für derartige Bleche siehe EN 1993-1-6.
(7) prEN 1993-1-7 gilt nicht für kaltgeformte Bleche. Für derartige Bleche siehe EN 1993-1-3.
(8) Dieses Dokument enthält ausschließlich Anforderungen an die Bemessung von Blechen und Blechbaugruppen gegen die Grenzzustände:
plastisches Versagen;
zyklisches Plastizieren;
Beulen;
Ermüdung.
(9) Die Grenzzustände des statischen Gleichgewichts (Gleiten, Abheben oder Kippen) werden in dieser Norm nicht behandelt. Besonderheiten, die für bestimmte Anwendungen gelten, können den einschlägigen Anwendungsnormen von EN 1993 entnommen werden.
(10) Die Regeln in dieser Norm beziehen sich auf Blechbaugruppen, die unter Verwendung von unausge-steiften oder ausgesteiften Blechen oder Platten gefertigt werden. Die Norm gilt auch für die Bemessung einzelner Bleche oder Platten, die vorwiegend durch Einwirkungen quer zur Blechebene beansprucht werden. Sowohl Reibeinwirkungen auf die Blechoberfläche als auch Kräfte, die durch angrenzende Komponenten der Blechbaugruppe erzeugt werden, rufen Einwirkungen in der Ebene jedes Blechs hervor.
(11) Dieses Dokument enthält algebraische Regeln und Hinweise zur Berücksichtigung der Biegung mit geringen Membrankräften in den einzelnen Blechen oder Platten. Wenn unausgesteifte oder ausgesteifte Bleche oder Platten sowohl durch Biegung als auch durch Kräfte in Plattenebene von erheblicher Größenordnung beansprucht werden, gelten die rechnergestützten Berechnungsverfahren nach diesem Dokument.
(12) Wenn kein Teil einer Anwendungsnorm einen anderen Bereich festlegt, gilt dieses Dokument für Tragwerke im Rahmen der folgenden Grenzen:
Auslegungswandtemperaturen im Bereich −50 °C bis +100 °C;
die Geometrie von einzelnen Plattenfeldern ist auf rechteckige, dreieckige und trapezförmige Formen begrenzt wobei b/t größer als 20 oder b1/t größer als 20 ist, sofern zutreffend (siehe Bild 3.2);
einzelne Blechelemente werden als Flachblech behandelt, wenn die Abweichung von der Ebenheit e0 die Bedingung e_0⁄t≤0,750 erfüllt (siehe Bild 9.1). Wird dieses Kriterium nicht erfüllt, ist es angebracht, das Blech als Schalenfeld zu behandeln (siehe EN 1993-1 6).
...

Eurocode 3 - Calcul des structures en acier - Partie 1-7 : Eléments structuraux constitués de plaques sollicitées hors plan

1.1   Domaine d'application du prEN 1993-1-7
(1)                  Le prEN 1993-1-7 fournit des règles pour le calcul de structures en plaques en acier raidies et non raidies dont les éléments sont soumis à des charges transversales principalement distribuées.
(2)   Le prEN 1993-1-7 s'applique aux structures de rétention de fluides, telles que les silos, réservoirs, digesteurs et écluses, où les actions extérieures agissent principalement de façon transversale aux plaques ou panneaux individuels qui les composent. Lorsqu'une plaque ou un panneau sous flexion est, par ailleurs, soumis à des efforts de membrane qui ont un effet significatif sur la résistance, le présent document couvre l'évaluation de la résistance par le biais de ses procédures d'analyse informatique.
(3)   Le prEN 1993-1-7 s'applique aux structures présentant des segments de plaques de forme rectangulaire, trapézoïdale ou triangulaire, qui comportent chacun un axe de symétrie.
(4)   Le prEN 1993-1-7 ne s'applique pas aux plaques ou panneaux pour lesquels l'exigence de résistance structurale dominante se rapporte aux efforts de membrane agissant sur les plaques (dans ce cas, voir l'EN 1993-1-5).
(5)   Le prEN 1993-1-7 ne s'applique pas aux plaques ou panneaux dont la courbure (défaut de planéité) dépasse celle définie en 1.1 (14). Pour ces plaques cintrées, voir l'EN 1993-1-6.
(6)   Le prEN 1993-1-7 ne s'applique pas aux plaques circulaires ou annulaires. Pour ces types de plaques, voir l'EN 1993 1-6.
(7)   Le prEN 1993-1-7 ne s'applique pas aux plaques formées à froid. Pour ces types de plaques, voir l'EN 1993-1-3.
(8)   Le présent document énonce seulement les exigences pour le calcul des plaques et structures en plaques aux états-limites ultimes de :
-   rupture plastique ;
-   plasticité cyclique ;
-   instabilité ;
-   fatigue.
(9)   L'équilibre global de la structure (glissement, soulèvement ou 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.
(10)   Les règles du présent document se rapportent à des structures en plaques fabriquées à l'aide de plaques ou de panneaux raidis ou non raidis. Le présent document est également applicable pour le calcul de plaques ou panneaux individuels qui sont principalement soumis à des actions transversales au plan de chaque plaque. Les actions de frottement exercées sur la surface de la plaque et les efforts imposés par les composants adjacents de la structure en plaques induisent également des actions dans le plan sur chaque plaque.
(11)   Le présent document donne des règles algébriques et des recommandations pour tenir compte de la flexion avec des efforts de membrane mineurs exercés sur les plaques ou panneaux individuels. Lorsque des plaques ou panneaux raidis ou non raidis sont soumis à une combinaison de flexion et d'efforts dans le plan de fortes intensités, les procédures d'analyse informatique du présent document s'appliquent.
(12)   Lorsqu'aucune partie applicative ne définit de plage différente, le présent document s'applique aux structures dans les limites suivantes :
-   températures de calcul du métal se situant dans la plage de – 50 °C à + 100 °C ;
-   la géométrie des segments de plaque individuels est limitée à des formes rectangulaires, triangulaires et trapézoïdales avec un rapport b/t supérieur à 20, ou un rapport b1/t supérieur à 20, selon le cas (voir Figure 3.2) ;
-   les éléments de plaque simples sont traités comme des éléments plats lorsque l'écart de planéité e0 satisfait à la condition   (voir Figure 9.1). Lorsque ce critère n'est pas rempli, il est possible de traiter la plaque comme un panneau de coque (voir l'EN 1993-1-6).
...

Evrokod 3 - Projektiranje jeklenih konstrukcij - 1-7.del: Sklop plošč z elementi pod prečnimi obremenitvami

General Information

• Status: Published
• Publication Date: 04-Mar-2025
• ICS: 91.010.30 - Technical aspects
• ICS: 91.080.13 - Steel structures
• Technical Committee: CEN/TC 250 - Structural Eurocodes
• Drafting Committee: CEN/TC 250/SC 3/WG 7 - Evolution of EN 1993-1-7 - Plated structures subject to out of plane loading
• Current Stage: 6060 - Definitive text made available (DAV) - Publishing
• Start Date: 05-Mar-2025
• Due Date: 05-Dec-2023
• Completion Date: 05-Mar-2025
• Directive: 305/2011 - Regulation (eu) No 305/2011 of the European Parliament and of the Council of 9 march 2011 laying down harmonised conditions for the marketing of construction products and repealing council directive 89/106/eec
• Mandate: M/515 - Mandate for amending existing Eurocodes and extending the scope of structural Eurocodes
• Mandate: M/517 - Mandate addressed to CEN, CENELEC and ETSI for the programming and development of Horizontal Service Standards
• Ref Project: kSIST FprEN 1993-1-7:2024 - Eurocode 3 - Design of steel structures - Part 1-7: Plate assemblies with elements under transverse loads

Relations

• Replaces: EN 1993-1-7:2007/AC:2009 - Eurocode 3 - Design of steel structures - Part 1-7: Plated structures subject to out of plane loading
• Effective Date: 12-Mar-2025
• Replaces: EN 1993-1-7:2007 - Eurocode 3 - Design of steel structures - Part 1-7: Plated structures subject to out of plane loading
• Effective Date: 14-Nov-2018

Standards Content (Sample)

SLOVENSKI STANDARD
oSIST prEN 1993-1-7:2023
01-maj-2023
Evrokod 3 - Projektiranje jeklenih konstrukcij - 1-7.del: Sklop plošč z elementi pod
prečnimi obremenitvami
Eurocode 3 - Design of steel structures - Part 1-7: Plate assemblies with elements under
transverse loads
Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 1-7 : Aus Blechen
zusammengesetzte Bauteile unter Querbelastung
Eurocode 3 - Calcul des structures en acier - Partie 1-7 : Structures en plaques avec
éléments sous charges transversales
Ta slovenski standard je istoveten z: prEN 1993-1-7
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.13 Jeklene konstrukcije Steel structures
oSIST prEN 1993-1-7:2023 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

oSIST prEN 1993-1-7:2023
oSIST prEN 1993-1-7:2023
DRAFT
EUROPEAN STANDARD
prEN 1993-1-7
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2023
ICS 91.010.30; 91.080.13 Will supersede EN 1993-1-7:2007
English Version
Eurocode 3 - Design of steel structures - Part 1-7: Plate
assemblies with elements under transverse loads
Eurocode 3 - Calcul des structures en acier - Partie 1-7 : Eurocode 3 - Bemessung und Konstruktion von
Ensemblages de plaques avec elements sous charges Stahlbauten - Teil 1-7 : Plattenanordnungen mit
transversales Elementen unter Querbelastung
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 1993-1-7:2023 E
worldwide for CEN national Members.

oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
Contents Page
European foreword . 4
0  Introduction. 5
1 Scope . 8
1.1 Scope of prEN 1993-1-7 . 8
1.2 Assumptions . 9
2 Normative references . 9
3 Terms, definitions and symbols . 9
3.1 Terms and definitions . 10
3.2 Symbols . 15
4 Basis of design. 18
4.1 General . 18
4.2 Reliability management . 19
4.3 Design values of geometrical data . 19
4.4 Geometrical tolerances and geometrical imperfections . 19
4.5 Durability. 19
4.6 Verification by the partial factor method . 19
5 Materials and geometry . 20
5.1 Material properties . 20
6 Structural analysis . 21
6.1 Types of analysis . 21
6.2 Modelling of a plate assembly . 24
6.3 Modelling of actions and environmental influences . 27
6.4 Simplified analysis methods for plate assemblies under general loads . 27
6.5 Analysis of individual plates or panels . 32
6.6 Analysis by computational modelling . 35
7 Ultimate limit states for plate assemblies . 36
7.1 General . 36
7.2 Plastic failure limit state (LS1) . 36
7.3 Cyclic plasticity limit state (LS2) . 36
7.4 Buckling limit state (LS3) . 37
7.5 Fatigue limit state (LS4) . 37
8 Ultimate limit state design of unstiffened plates . 38
8.1 General . 38
8.2 Plastic failure limit state (LS1) . 38
8.3 Cyclic plasticity limit state (LS2) . 42
8.4 Buckling limit state (LS3) . 44
8.5 Fatigue limit state (LS4) . 45
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
9 Ultimate limit state design of uni-directionally stiffened plates . 45
9.1 General . 45
9.2 Plastic failure limit state (LS1) . 45
9.3 Cyclic plasticity limit state (LS2) . 47
9.4 Buckling limit state (LS3) . 47
9.5 Fatigue limit state (LS4) . 49
10 Ultimate limit state design of bi-directionally stiffened plates . 50
10.1 General . 50
10.2 Stress-based design . 50
10.3 Design using computational analysis . 51
Annex A (informative)  Membrane and simple elastic bending analysis stress resultants
in plates and plate assemblies . 52
Annex B (informative)  Formulae for linear elastic stresses in unstiffened rectangular
plates from small deflection theory . 59
Annex C (informative)  Formulae for the plastic reference resistances of unstiffened
individual plates and plate assemblies . 70
Bibliography . 75

oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
European foreword
This document (prEN 1993-1-7:2023), 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 document is currently submitted to the CEN Enquiry.
This document will supersede EN 1993-1-7:2007 and its amendments.
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.
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
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;
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
EN 1993-6, Design of Steel Structures — Part 6: Crane supporting structures;
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 steel structures;
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;
EN 1993-1-10, Design of Steel Structures — Part 1-10: Material toughness and through-thickness
properties;
EN 1993-1-11, Design of Steel Structures — Part 1-11: Design of structures with tension
components;
EN 1993-1-12, Design of Steel Structures — Part 1-12: Additional rules for steel grades up to S960;
EN 1993-1-13, Design of Steel Structures — Part 1-13: Beams with large web openings;
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 1993-1-7
prEN 1993-1-7 gives supplementary rules for plate assemblies with elements under transverse
loads.
1  Under preparation.
2  Under preparation.
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
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 1993-1-7
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 1993-1-7 can have a National Annex containing all
national choices to be used for the design of steel structures 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 1993-1-7 through the following clauses:
4.1(5) 4.6(2) 9.2.2.2(5)
National choice is allowed in prEN 1993-1-7 on the application of the following informative
annexes:
Annex A Annex B Annex C
The National Annex can contain, directly or by reference, non-contradictory complementary
information for ease of implementation, provided it does not alter any provisions of the
Eurocodes.
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
1 Scope
1.1 Scope of prEN 1993-1-7
(1) prEN 1993-1-7 provides rules for the structural design of assemblies of unstiffened and
stiffened steel plates whose elements are under predominantly distributed transverse loads.
(2) prEN 1993-1-7 is applicable to containment structures such as silos, tanks, digesters and
lock gates, where the external actions chiefly act transversely on their individual plates or
panels. Where a plate or panel under bending is additionally subject to membrane forces that
have a significant effect on the resistance, this document covers assessment of the resistance
through its computational analysis procedures.
(3) prEN 1993-1-7 is applicable to structures with rectangular, trapezoidal or triangular
component plate segments, each with one axis of symmetry.
(4) prEN 1993-1-7 does not apply to plates or panels where the dominant structural resistance
requirement relates to membrane forces in the plates (for these, see EN 1993-1-5).
(5) prEN 1993-1-7 does not apply to plates or panels whose curvature (out of flatness) exceeds
that defined in 1.1 (14). For such curved plates, see EN 1993-1-6.
(6) prEN 1993-1-7 does not apply to circular or annular plates. For such plates, see EN 1993-1-6.
(7) prEN 1993-1-7 does not apply to cold-formed sheeting. For such plates, see EN 1993-1-3.
(8) This document is only concerned with the requirements for design of plates and plate
assemblies against the ultimate limit states of:
— plastic failure;
— cyclic plasticity;
— buckling;
— fatigue.
(9) Overall equilibrium of the structure (sliding, uplifting, or overturning) is not included in this
document. Special considerations for specific applications are available in the relevant
applications parts of EN 1993.
(10) The rules in this document refer to plate assemblies that are fabricated using unstiffened or
stiffened plates or panels. The document is also applicable to the design of individual plates or
panels that are predominantly subject to actions transverse to the plane of each plate. Both
frictional actions on the plate surface and forces imposed by adjacent components of the plate
assembly also induce in-plane actions in each plate.
(11) This document gives algebraic rules and guidance to account for bending with small
membrane forces in the individual plates or panels. Where an unstiffened or stiffened plates or
panels is subject to significant magnitudes of both bending and in-plane forces, the
computational analysis procedures of this document apply.
(12) Where no application part defines a different range, this document applies to structures
within the following limits:
— design metal temperatures within the range −50 °C to +100 °C;
— the geometry of individual plate segments is limited to rectangular, triangular and
trapezoidal shapes with b/t greater than 20, or b /t greater than 20, as appropriate (see
Figure 3.2);
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
— Single plate elements are treated as flat where the deviation from flatness e meets the
condition et ≤ 0,750 (see Figure 9.1). Where this criterion is not met, it is appropriate to
treat the plate as a shell panel (see EN 1993-1-6).
1.2 Assumptions
(1) Unless specifically stated, the provisions of EN 1990, EN 1991 (all parts) and EN 1993 (all
parts) apply.
(2) The design methods given in prEN 1993-1-7 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.
(3) The provisions in this document apply to materials that satisfy the brittle fracture provisions
given in EN 1993-1-4 and EN 1993-1-10.
(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 treated in other relevant application parts of EN 1993 or EN 1998,
including the consequences for fatigue. The stress resultants arising from dynamic behaviour
are treated in this part as quasi-static.
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 1090-2, Execution of steel structures and aluminium structures - Part 2: Technical
requirements for steel structures
EN 1090-4, Execution of steel structures and aluminium structures - Part 4: Technical
requirements for cold-formed structural steel elements and cold-formed structures for roof, ceiling,
floor and wall applications
EN 1990, Basis of structural and geotechnical design
EN 1991 (all parts), Eurocode 1: Actions on structures
EN 1993 (all parts), Eurocode 3: Design of steel structures
ISO 8930, General principles on reliability for structures - Vocabulary
3 Terms, definitions and symbols
For the purposes of this document, the terms and definitions given in EN 1990, EN 1993-1-1,
ISO 8930 and the following apply.
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
3.1 Terms and definitions
3.1.1 Structural forms and geometry
3.1.1.1
plate
structural element that, in general, has two large dimensions a and b and a uniform much
smaller dimension t, and is shaped such that the two large dimensions lie in a single plane (flat
plate)
Note 1 to entry: In this standard, the ratios a/t and b/t are required to exceed the value 20 (except as
noted below). Where the boundary conditions and geometry are such that the plate only bends in a single
direction, its treatment is not the principal role of this standard, but the provisions given here can be used.
Note 2 to entry: In special circumstances (e.g. the edge b of a trapezoidal plate), the smaller dimension b
can be less than 20t.
Note 3 to entry: A plate for which the above restrictions apply is termed a thin plate.
Note 4 to entry: Typical generic forms of plate assemblies considered by this standard are illustrated in
Figures 3.1 and 3.3. These are categorised as assemblies of plates of rectangular, trapezoidal or triangular
shape, each plate element having at least one axis of symmetry.
3.1.1.2
plate assembly
structure that is assembled from flat plates which are joined together (see Figure 3.1) in such a
way that the assembly has at least one axis of symmetry
Note 1to entry:The individual plates may be unstiffened or stiffened
Note 2 to entry: The coordinate system indicated in Figure 3.2 only serves to indicate directions. The
origin can be chosen by the user to be at any suitable location.
Note 3 to entry: The dimensions a, b and c shown in Figure 3.1 relate to the complete plate assembly to
give clarity to the usage in this standard for common orientations of plate. Where an individual plate is
described elsewhere in the standard, the dimension a is the longer side and the shorter side is always b,
even if in the global system it is defined as c.
3.1.1.3
plate geometry
geometries of individual plates that are defined as rectangular, trapezoidal or triangular
Note 1to entry:. Where the shape is rectangular, the larger side length is defined as the dimension a.
Where the shape is other than rectangular, the side(s) parallel to the axis of symmetry are defined by the
dimension a (see Figure 3.2). Trapezoidal and triangular plates are only covered by this standard where
they have an axis of symmetry.
3.1.1.4
panel
flat plate which may be unstiffened or stiffened
Note 1to entry:. A panel can be regarded as an individual part of a plate assembly (see Figure 3.1). The
term can also be used for stiffened plates with transverse and longitudinal stiffeners, which delimit sub-
panels (see 3.1.1.11).
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
Figure 3.1 — Typical arrangement of a plate assembly, composed of individual panels,
that is unstiffened or stiffened plates
3.1.1.5
aspect ratio
ratio of the shorter side length to the longer side length (ψ = b/a ≤ 1,0) for a rectangular plate or
panel
3.1.1.6
stiffener
flat plate or prismatic member attached to a panel for the purpose of increasing its bending
resistance
Note 1 to entry: It can also be used to reinforce the member to support local loads.
3.1.1.7
longitudinal stiffener
stiffener on a rectangular panel in which the stiffener longitudinal axis is aligned with the longer
dimension a of the panel (see Figure 6.8)
3.1.1.8
transverse stiffener
stiffener on a rectangular panel in which the stiffener longitudinal axis is aligned with the
shorter dimension b of the panel (see Figure 6.8)
Note 1 to entry: The term “transverse stiffener” is commonly used in plates that are subject only to
membrane forces to refer to stiffeners that are orthogonal to the direction of a main membrane force. By
contrast, in this standard the terminology of 3.1.1.7 and 3.1.1.8 defines the longitudinal and transverse
directions only in terms of the shape of the plate, since these plates are principally subject to bending in
both directions.
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
Figure 3.2 — Dimensions and local coordinate systems for rectangular, triangular and
trapezoidal plates
3.1.1.9
uni-directionally stiffened plate
rectangular plate that has parallel stiffeners attached to it with their longitudinal axis in one
direction
Note 1 to entry: The direction can be longitudinal or transverse.
3.1.1.10
bi-directionally stiffened plate
rectangular plate that has two sets of parallel stiffeners in the two principal directions attached
to it with their longitudinal axes in orthogonal directions
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
3.1.1.11
sub-panel
part of a stiffened plate that lies between stiffeners, and so is locally an unstiffened plate
bounded by stiffeners
Note 1 to entry: The design of sub-panels is covered within the rules of this standard in 6.6 and Clauses 9
and 10, where stiffened plates are treated.

Key
1 transverse end stiffener
2 longitudinal stiffeners
3 transverse intermediate stiffener
4 sub-panels
Figure 3.3 — Example of a rectangular stiffened plate
3.1.2 Failure mechanisms
3.1.2.1
buckling
ultimate limit state where the stability of the structure is lost under compression and/or shear
3.1.2.2
cyclic plasticity
ultimate limit state in which repeated cycles of loading lead to repeated plastic straining
Note 1 to entry: Two distinct failure modes can arise: ratcheting and low-cycle fatigue.
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
3.1.2.3
high cycle fatigue
ultimate limit state where a high number of cycles of loading and unloading under nominally
elastic stresses induce a fatigue crack
3.1.2.4
low cycle fatigue
ultimate limit state where repeated alternating cycles of plastic strain cause exhaustion of the
plasticity of the material
3.1.2.5
plastic failure
ultimate limit state where the structure loses its ability to resist increased loading due to the
development of excessive plastic deformations
3.1.2.6
ratcheting
progressive increase of plastic strains up to failure in the direction of the mean stress caused by
unsymmetrical cycles of stress
3.1.2.7
tensile rupture
ultimate limit state where separation of the parts of a panel or the junctions between panels
occurs due to tension
3.1.3 Actions
3.1.3.1
transverse load
pressure loading applied to the plate normal to its middle surface (perpendicular to both the
dimensions a and b)
3.1.3.2
in-plane loading
forces applied parallel to or in the plane of the middle surface of a plate
Note 1 to entry: The forces can be applied through the connections between panels, or by frictional loads
applied to the plate surface, or by temperature effects, or where large displacements cause some of the
transverse loads acting on an individual panel to be carried by forces in its plane.
3.1.4 Terms for analysis treatments
3.1.4.1
computational analysis
use of analysis software (usually finite element) to produce a numerical analysis of the structure
Note 1 to entry: This can take different forms depending on the assumptions adopted in the numerical
model (see 6.1).
3.1.4.2
global analysis
analysis that includes the complete structure, rather than individual structural parts treated
separately
Note 1 to entry: This is usually a computational analysis.
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
3.1.4.3
membrane and simple bending analysis (MSBA)
analysis using simple statics of membrane forces and simple bending analysis treating each plate
or panel as separate (see 6.1)
3.2 Symbols
For the purposes of this document, the symbols given in EN 1990 and EN 1993-1-1 and the
following apply.
NOTE 1 Symbols and notations which are not listed below are explained in the text where they first
appear.
Latin upper case letters
E Young’s modulus of elasticity
F generalized action
F action set on a complete structure corresponding to a design situation (design values)
Ed
F calculated values of the action set at the maximum resistance condition of the
Rd
structure (design values)
R resistance of the structure under the design values of loads in a specific load case
R critical buckling resistance ratio (defined as a load factor on design loads using LBA
cr
analysis)
R characteristic reference resistance ratio (used with subscripts to identify the basis):
k
defined as a load factor on design loads using the ratio (F / F )
Rk Ed
R plastic reference resistance ratio (defined as a load factor on design loads using MNA
pl
analysis)
R plastic failure resistance ratio (defined as a load factor on design loads using GMNA
plf
analysis)
R buckling resistance ratio determined in a GNA analysis
GNA
R buckling resistance ratio determined in a GMNA analysis
GMNA
R buckling resistance ratio determined in a GMNIA analysis (normally as R )
GMNIA k
Latin lower case letters
a length of a rectangular plate or panel (longer dimension), or length of a symmetrical
triangular or trapezoidal plate or panel parallel to the axis of symmetry, see Figure 3.2
b width of a rectangular plate or panel (shorter dimension), or base of a symmetrical
triangular plate or panel, see Figure 3.2
b length of the longer side normal to the axis of symmetry in a symmetrical trapezoidal
plate or panel , see Figure 3.2
b length of the shorter side normal to the axis of symmetry in a symmetrical trapezoidal
plate or panel, see Figure 3.2
e eccentricity of the equivalent axial force N in the plate and stiffener assembly
Ed
relative to the centroid of the effective cross-section
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
f yield stress or 0,2% proof stress for material with a nonlinear stress-strain curve
y
t uniform thickness of a plate
x exclusion distance
e
NOTE 2 The dimension “a” is defined in different senses in common texts on plates, making no single
notation universal. In this document the use of “a” as the longer side of a rectangular plate element is to
provide consistency with other Eurocodes, notably with EN 1993-1-1. The notation for triangular and
trapezoidal plates is only used in this document.
Greek upper case letters
Δ Mathematical operator indicating a change in a value

Greek lower case letters
ψ aspect ratio of a rectangular plate or panel (b/a ≤ 1,0)
ε strain
ρ reduction factor for plate buckling
ν Poisson's ratio
γ partial factor for resistance
M
γ partial factor for plastic resistance or material yielding
M0
γ partial factor for resistance to stability (buckling)
M1
γ partial factor for resistance to tensile rupture, including the net section in bolted
M2
construction
γ partial factor for resistance to cyclic plasticity
M4
γ partial factor for resistance of connections
M5
γ partial factor for resistance to fatigue
Mf
Membrane stress resultants in a plate (see Figure 3.4)
n membrane direct stress resultant that is the force per unit width acting in the x
x
direction in the plane of a plate
n membrane direct stress resultant that is the force per unit width acting in the y
y
direction in the plane of a plate
n membrane shear stress resultant that is the shear force per unit width acting in the
xy
plane of a plate
Membrane stresses in a plate (see Figure 3.4):
σ membrane normal stress in the x-direction due to a membrane normal stress resultant
mx
per unit width n
x
σ membrane normal stress in the y-direction due to membrane normal stress resultant
my
per unit width n
y
τ membrane shear stress due to membrane shear stress resultant per unit width n
mxy xy
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
Bending and twisting stress resultants in a plate (see Figure 3.5)
m bending moment per unit width inducing normal stresses in the x direction in the
x
plane of a plate
m bending moment per unit width inducing normal stresses in the y direction in the
y
plane of a plate
m twisting bending moment per unit width inducing shear stresses in the plane of a plate
xy
Transverse shear stress resultants in a plate (see Figure 3.5)
qx transverse shear force per unit width associated with bending stresses in the x
direction
q transverse shear force per unit width associated with bending stresses in the y
y
direction
Bending and shear stresses in a plate due to bending (see Figure 3.5)
σ bending stress in the x direction due to bending moment per unit width m
bx x
σ bending stress in the y direction due to bending moment per unit width m
by y
τ shear stress due to the twisting moment per unit width m
bxy xy
Transverse shear stresses in a plate
τ shear stress due to transverse shear forces per unit width q associated with bending
bxz x
τ shear stress due to transverse shear forces q associated with bending
byz y
NOTE 3 In general, there are eight stress resultants in a plate at any point. In all plates within the scope
of this document, the transverse shear stresses τ and τ due to q and q are negligible compared to
bxz byz x y
the other components of stress, and therefore they can be disregarded in the resistance assessment of an
individual plate, though they are required for the analysis of the stress state. For the resistance
assessment, only six stress resultants at every point are required.
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
Figure 3.4 — Membrane stresses and membrane stress resultants in a plate

Figure 3.5 — Bending stresses and bending moments in a plate
4 Basis of design
4.1 General
(1) The design of steel structures shall be in accordance with the general rules given in EN 1990
and EN 1991 (all parts) and the specific design provisions for steel structures given in the other
relevant parts of EN 1993-1 (all parts).
(2) Steel structures designed according to this document shall be executed according to
EN 1090-2 and EN 1090-4 with construction materials and products used as specified in the
relevant parts of EN 1993, or in the relevant material and product specifications.
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
(3) A plate or a plate assembly shall be designed against the ultimate limit states defined in 7.1
and against serviceability limit states in accordance with its intended use and the relevant
application or product standards.
(4) This standard is intended for use in conjunction with EN 1993-1-1, EN 1993-1-2,
EN 1993-1-3, EN 1993-1-4, EN 1993-1-5, EN 1993-1-9, EN 1993-1-14 and the relevant
application parts of EN 1993, which include EN 1993-4-1 for silos.
(5) A plate assembly may be proportioned using design assisted by testing. Where appropriate,
the requirements are set out in the appropriate application standard.
NOTE Where design is assisted by testing, additional information and application rules can be given
in a National Annex.
(6) All actions should be introduced using their design values according to EN 1990.
(7) Where a stiffened plate assembly is subdivided into individual plate or panels the boundary
conditions assumed for stiffeners in the design calculations should be recorded in the drawings
and project specification to ensure that the connections have appropriate capacity.
4.2 Reliability management
(1) The execution classes for a plate assembly should be selected in accordance with
EN 1993-1-1 or in accordance with the appropriate application or product standards.
(2) The rules for ultimate limit state design in this standard are based on a Reliability Class 2 as
defined in EN 1990. If different levels of reliability are required, they should be achieved by an
appropriate choice of quality management in design and execution according to EN 1990,
EN 1090-2 and EN 1090-4. Where an application standard makes provisions for different
Reliability Classes, these provisions may be adopted (e.g. EN 1993-4-1).
4.3 Design values of geometrical data
(1) The thickness t of any plate or part of a plate within a plate assembly should be taken as
defined in the relevant application standard. If no application standard is relevant, the nominal
thickness of the plate should be used, reduced by an appropriate corrosion or abrasion loss.
(2) The middle surface of each plate or panel should be taken as the reference surface for
applied loads, unless stated otherwise in definitions of the load in other standards or application
rules.
4.4 Geometrical tolerances and geometrical imperfections
(1) Tolerance values for the deviations of the geometry of each plate or panel surface from the
nominal values are defined in EN 1090-2 and the relevant product and application standards.
(2) When the limit state of buckling (LS3, see 7.4) is the limit state to be considered, the
geometrical tolerances given in EN 1090-2 should be met. The analysis of the plate assembly is
not required to include these tolerances as imperfections, except where GMNIA analysis is used.
4.5 Durability
(1) The provisions of EN 1993-1-1 on durability should be used.
4.6 Verification by the partial factor method
(1) Where structural properties are determined by testing, the requirements and procedures of
EN 1990 should be adopted.
(2) The partial factors γ for different limit states should be taken from Table 4.1.
Mi
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
Table 4.1 — Partial factors for resistance
Resistance to failure mode Relevant γ
Resistance to plastic limit state or yielding γ
M0
Resistance to instability / buckling γ
M1
Resistance to rupture γ
M2
Resistance to cyclic plasticity γ
M4
Resistance to fatigue γ
Mf
(3) The numerical values for γ defined in Table 4.2 are recommended for plates or plate
M
assemblies that are not covered by the provisions of EN 1993-4-1, or where no application
standard exists for the form of construction involved, or the application standard does not
define the relevant values.
Table 4.2 (NDP) — Values of partial factors for resistance
γ = 1,00 γ = 1,10 γ = 1,25 γ = 1,00 γ see EN 1993-1-9
M0 M1 M2 M4 Mf
NOTE The values of each of the partial factors γ are given in Table 4.2, unless the National Annex
M
gives different values.
5 Materials and geometry
5.1 Material properties
(1) This document covers the design of plates and plate assemblies fabricated from steel
conforming to the product standards listed in EN 1993-1-1 and the relevant application
standards.
(2) Where cold-formed sheeting or cold-formed stiffeners are used, the material properties of
cold formed sheeting and stiffeners should be obtained from EN 1993-1-3 or the appropriate
product standard.
(3) The material properties of stainless steels should be obtained from EN 1993-1-4 or the
appropriate product standard.
(4) In a computational analysis using materials with a nonlinear stress-strain relationship, the
0,2% proof stress should be used to represent the yield stress f in all relevant formulae. The
y
stress-strain curve should be modelled in accordance with EN 1993-1-14.
(5) Where a material with a nonlinear stress-strain curve is involved and a buckling analysis is
carried out under stress design (see 8.4 and 9.4) and the special provisions for stainless steel do
not apply, the initial tangent value of Young´s modulus E should be replaced by a reduced value.
If no better
...