oSIST prEN 1993-1-7:2023

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 : Aus Blechen zusammengesetzte Bauteile unter 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 : Structures en plaques avec éléments sous charges transversales

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: Not Published
• Public Enquiry End Date: 07-Jun-2023
• ICS: 91.010.30 - Technical aspects
• ICS: 91.080.13 - Steel structures
• Technical Committee: KON - Structures
• Current Stage: 4020 - Public enquire (PE) (Adopted Project)
• Start Date: 09-Mar-2023
• Due Date: 27-Jul-2023
• Completion Date: 09-Jun-2023
• 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: prEN 1993-1-7 - Eurocode 3 - Design of steel structures - Part 1-7: Plate assemblies with elements under transverse loads

Relations

• Revises: SIST 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.

---------------------- Page: 1 ----------------------
oSIST prEN 1993-1-7:2023

---------------------- Page: 2 ----------------------
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.

---------------------- Page: 3 ----------------------
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
2

---------------------- Page: 4 ----------------------
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

3

---------------------- Page: 5 ----------------------
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.
4

---------------------- Page: 6 ----------------------
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;
5

---------------------- Page: 7 ----------------------
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;
1
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.
2
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.
6

---------------------- Page: 8 ----------------------
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.
7

---------------------- Page: 9 ----------------------
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
1
Figure 3.2);
8

---------------------- Page: 10 ----------------------
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
0
condition et ≤ 0,750 (see Figure 9.1). Where this criterion is not met, it is appropriate to
0
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.
9

---------------------- Page: 11 ----------------------
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
2
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).
10

---------------------- Page: 12 ----------------------
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.
11

---------------------- Page: 13 ----------------------
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
12

---------------------- Page: 14 ----------------------
oSIST prEN 1993-1-7:2023
prEN 1993-1-7:2023 (E)
3.1.1.11
sub-panel
par
...