EN 1993-1-5:2024
(Main)Eurocode 3 - Design of steel structures - Part 1-5: Plated structural elements
Eurocode 3 - Design of steel structures - Part 1-5: Plated structural elements
1.1 Scope of EN 1993-1-5
(1) This document provides rules for structural design of stiffened and unstiffened nominally flat plates which are subject to in-plane forces.
(2) Non-uniform stress distributions due to shear lag, in-plane load introduction and plate buckling are covered. The effects of out-of-plane loading are outside the scope of this document.
NOTE 1 The rules in this part complement the rules for class 1, 2, 3 and 4 sections, see EN 1993-1-1.
NOTE 2 For the design of slender plates which are subject to repeated direct stress and/or shear and also fatigue due to out-of-plane bending of plate elements ("breathing"), see EN 1993-2 and EN 1993-6.
NOTE 3 For the effects of out-of-plane loading and for the combination of in-plane effects and out-of-plane loading effects, see EN 1993-2 and EN 1993-1-7.
(3) Single plate elements are considered as nominally flat where the curvature radius r in the direction perpendicular to the compression satisfies, as illustrated in Figure 1.1:
r≥b^2/t (1.1)
where
b is the panel width;
t is the plate thickness.
Figure 1.1 - Definition of plate curvature
1.2 Assumptions
(1) Unless specifically stated, EN 1990, the EN 1991 series and EN 1993-1-1 apply.
(2) The design methods given in EN 1993-1-5 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 the EN 1993 series or in the relevant material product specifications.
Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 1-5: Plattenförmige Bauteile
1.1 Anwendungsbereich von EN 1993 1 5
(1) Dieses Dokument enthält Regelungen für die Tragwerksplanung von nominell ebenen und in ihrer Ebene belasteten Blechen mit oder ohne Steifen.
(2) Ungleichmäßige Spannungsverteilungen infolge Schubverzerrungen, Lasteinleitung in der Ebene sowie Plattenbeulen sind abgedeckt. Die Wirkungen von Lasten quer zur Bauteilebene werden in diesem Dokument nicht behandelt.
ANMERKUNG 1 Die Regelungen in diesem Teil ergänzen die Regelungen für Querschnitte der Querschnittsklassen 1, 2, 3 und 4, siehe EN 1993 1 1.
ANMERKUNG 2 Regelungen zu schlanken Blechen mit wechselnden Längsspannungen und/oder Schubspannungen, die zu Ermüdung durch wechselnde Biegung aus der Blechebene („Blechatmen“) führen können, sind in EN 1993 2 und EN 1993 6 angegeben.
ANMERKUNG 3 Regelungen zur Wirkung von Lasten quer zur Blechebene und zur Kombination von Lastwirkungen in der Ebene und aus der Ebene sind EN 1993 2 und EN 1993 1 7 zu entnehmen.
(3) Einzelne Beulfelder werden als nominell eben angesehen, wenn für den Krümmungsradius r in der Richtung senkrecht zur Druckrichtung entsprechend der Darstellung in Bild 1.1 gilt:
r≥b^2/t (1.1)
Dabei ist
b die Blechbreite;
t die Blechdicke.
Bild 1.1 — Definition der Blechkrümmung
1.2 Annahmen
(1) Sofern nicht spezifisch angegeben, gelten EN 1990, die Normenreihe EN 1991 und EN 1993 1 1.
(2) Die in EN 1993 1 5 angegebenen Bemessungsverfahren sind anwendbar, wenn
— die Qualität der Ausführung den Festlegungen nach EN 1090 2 entspricht; und
— die verwendeten Baustoffe und Produkte den Festlegungen nach den maßgebenden Teilen der Normenreihe EN 1993 oder nach den maßgebenden Baustoffproduktspezifikationen entsprechen.
Eurocode 3 - Calcul des structures en acier - Partie 1-5 : Eléments structuraux constitués de plaques
1.1 Domaine d'application de l’EN 1993-1-5
(1) Le présent document fournit les règles de calcul structural pour des plaques nominalement plates, raidies et non raidies, qui sont soumises à des charges dans le plan.
(2) Les répartitions non uniformes de contrainte dues au traînage de cisaillement, à l'application de charges dans le plan et au voilement des plaques sont couvertes. Les effets des charges hors du plan ne sont pas traités.
NOTE 1 Les règles définies dans la présente partie complètent les règles applicables aux sections de classe 1, 2, 3 et 4, voir l'EN 1993-1-1.
NOTE 2 Pour le calcul des plaques élancées sur lesquelles s'exercent des contraintes normales et/ou de cisaillement répétées et qui sont soumises à la fatigue due à la flexion hors plan de leurs éléments constitutifs (respiration), voir l'EN 1993-2 et l'EN 1993-6.
NOTE 3 Pour les effets des charges exercées hors du plan et pour la combinaison des effets desdites charges et des charges exercées dans le plan, voir l'EN 1993-2 et l'EN 1993-1-7.
(3) Les plaques simples peuvent être considérées comme planes lorsque le rayon de courbure r, dans le sens perpendiculaire à la compression, satisfait (voir la Figure 1) :
r≥b^2/t (1.1)
où
b est la largeur du panneau ;
t est l'épaisseur de la plaque.
Figure 1.1 - Définition de la courbure de la plaque
1.2 Hypothèses
(1) Sauf indication contraire, l'EN 1990, la série des EN 1991 et l'EN 1993-1-1 s'appliquent.
(2) Les méthodes de calcul données dans l'EN 1993-1-5 sont applicables si :
la qualité de l'exécution est telle que spécifiée dans l'EN 1090-2 ; et
les matériaux et produits de construction sont tels que spécifiés dans les parties pertinentes de la série des EN 1993 ou dans les spécifications de matériaux et de produits appropriées.
Evrokod 3 - Projektiranje jeklenih konstrukcij - 1-5. del: Elementi pločevinaste konstrukcije
(1) Standard EN 1993-1-5 podaja zahteve za projektiranje utrjenih ali neutrjenih plošč, ki so podvržene silam v ravnini.
(2) Zajeti so učinki zaradi strižne podajnosti, nastanka obtežbe v ravnini ter upogibanja plošče za I-nosilce in
škatlaste nosilce. Zajeti so tudi prevlečeni sestavni deli konstrukcij, ki so podvrženi obtežbam v ravnini, kot so rezervoarji in silosi. Učinki obtežb zunaj ravnine niso zajeti v tem dokumentu.
OPOMBA 1: Pravila v tem delu dopolnjujejo pravila za prereze razredov 1, 2, 3 in 4; glej standard EN 1993-1-1.
OPOMBA 2: Za projektiranje vitkih plošč, ki so podvržene ponavljajočim se neposrednim napetostim in/ali strižnim napetostim in tudi utrujenosti zaradi upogibanja ploščatih elementov zunaj ravnine (dihanje), glej standarda EN 1993-2 in EN 1993-6.
OPOMBA 3: Za učinke obtežb zunaj ravnine ter za kombinacijo učinkov v ravnini in učinkov obtežb zunaj ravnine glej standarda EN 1993-2 in EN 1993-1-7.
OPOMBA 4: Posamezni ploščati elementi se lahko štejejo za ravne, ko polmer ukrivljenosti r izpolnjuje:
tar2³ (1.1), pri čemer je a širina plošče, t je debelina plošče.
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
SIST EN 1993-1-5:2024
01-julij-2024
Nadomešča:
SIST EN 1993-1-5:2007
SIST EN 1993-1-5:2007/A1:2017
SIST EN 1993-1-5:2007/A2:2019
SIST EN 1993-1-5:2007/AC:2009
Evrokod 3 - Projektiranje jeklenih konstrukcij - 1-5. del: Elementi pločevinaste
konstrukcije
Eurocode 3 - Design of steel structures - Part 1-5: Plated structural elements
Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 1-5: Plattenförmige
Bauteile
Eurocode 3 - Calcul des structures en acier - Partie 1-5: Plaques planes
Ta slovenski standard je istoveten z: EN 1993-1-5:2024
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.13 Jeklene konstrukcije Steel structures
SIST EN 1993-1-5:2024 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
SIST EN 1993-1-5:2024
SIST EN 1993-1-5:2024
EN 1993-1-5
EUROPEAN STANDARD
NORME EUROPÉENNE
March 2024
EUROPÄISCHE NORM
ICS 91.010.30; 91.080.13 Supersedes EN 1993-1-5:2006
English Version
Eurocode 3 - Design of steel structures - Part 1-5: Plated
structural elements
Eurocode 3 - Calcul des structures en acier - Partie 1-5 : Eurocode 3 - Bemessung und Konstruktion von
Eléments structuraux constitués de plaques Stahlbauten - Teil 1-5: Plattenförmige Bauteile
This European Standard was approved by CEN on 1 January 2024.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this
European Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references
concerning such national standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN
member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by
translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management
Centre has the same status as the official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway,
Poland, Portugal, Republic of North Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and
United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels
© 2024 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1993-1-5:2024 E
worldwide for CEN national Members.
SIST EN 1993-1-5:2024
Contents Page
European foreword . 5
0 Introduction . 7
1 Scope . 10
2 Normative references . 11
3 Terms and definitions . 11
3.1 Terms . 11
3.2 Sign convention . 13
3.3 Symbols . 13
4 Basis of design . 14
4.1 General rules . 14
4.1.1 Basic requirement . 14
4.2 Partial factors . 14
4.3 Effective width models for global analysis . 15
4.4 Plate buckling effects on uniform members . 16
4.5 Reduced stress method . 17
4.6 Design assisted by finite element analysis . 17
4.7 Non-uniform members . 17
4.8 Members with corrugated webs . 17
5 Shear lag in member design . 17
5.1 General. 17
5.2 Elastic shear lag . 17
s
5.2.1 Effective width . 17
5.2.2 Stress distribution due to shear lag . 20
5.2.3 In-plane load effects . 20
5.3 Shear lag at the ultimate limit state . 21
5.3.1 Shear lag consideration . 21
5.3.2 Interaction between shear lag and plate buckling . 22
6 Plate buckling effects due to direct stresses at the ultimate limit state . 22
6.1 General. 22
6.2 Resistance to direct stresses . 23
6.3 Effective cross-section . 23
6.4 Plate elements without longitudinal stiffeners . 25
6.4.1 Plate buckling behaviour . 25
6.4.2 Column buckling behaviour . 29
6.5 Stiffened plate elements with longitudinal stiffeners . 30
6.5.1 General. 30
6.5.2 Plate buckling behaviour . 32
6.5.3 Column buckling behaviour . 33
6.6 Interpolation between plate and column buckling . 35
6.6.1 General. 35
6.6.2 Alternative methods for evaluating the weighting factor ξ . 37
6.6.3 Alternative simplified method for longitudinally stiffened panels in bending . 40
6.7 Verification . 42
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7 Resistance to shear . 43
7.1 General . 43
7.2 Design resistance . 44
7.3 Contribution from the web . 45
7.4 Contribution from flanges . 48
7.5 Verification . 49
8 Resistance to patch loading . 49
8.1 General . 49
8.2 Design resistance . 50
8.3 Length of stiff bearing . 50
8.4 Reduction factor χ . 50
F
8.5 Effective loaded length . 51
8.6 Verification . 52
9 Interaction. 52
9.1 Interaction between shear force, bending moment and axial force . 52
9.2 Interaction between transverse force, bending moment and axial force . 53
9.3 Interaction between transverse force, bending moment and shear force . 53
10 Flange induced buckling . 54
11 Stiffeners and detailing . 55
11.1 General . 55
11.2 Direct stresses . 55
11.2.1 Minimum requirements for transverse stiffeners. 55
11.2.2 Minimum requirements for longitudinal stiffeners. 59
11.2.3 Welded plates. 59
11.2.4 Cut outs in stiffeners . 60
11.3 Shear . 62
11.3.1 Rigid end post . 62
11.3.2 Stiffeners acting as non-rigid end post . 62
11.3.3 Intermediate transverse stiffeners . 63
11.3.4 Longitudinal stiffeners . 63
11.3.5 Welds . 63
11.4 Transverse loads . 63
12 Reduced stress method . 64
12.1 General . 64
12.2 Verification of the buckling resistance . 64
12.3 Plate slenderness . 66
12.4 Reduction factors . 67
13 Plate girders with corrugated webs . 71
13.1 General . 71
13.2 Ultimate limit state . 71
13.2.1 Moment of resistance . 71
13.2.2 Shear resistance . 73
13.2.3 Resistance to transverse forces . 74
13.2.4 Interaction between shear force and bending moment . 76
13.2.5 Interaction between transverse force, bending moment and shear force . 76
13.2.6 Requirements for end stiffeners . 76
Annex A (informative) Calculation of critical stresses for stiffened plates . 77
A.1 Use of this informative annex. 77
A.2 Scope and field of application . 77
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A.3 Equivalent orthotropic plate for plates with at least three longitudinal stiffeners . 77
A.4 Equivalent orthotropic plate for plates with one or two longitudinal stiffeners . 78
A.5 Shear buckling coefficients . 79
A.6 Buckling coefficient for patch loading . 79
Annex B (informative) Non-uniform members . 81
B.1 Use of this informative annex . 81
B.2 Scope and field of application . 81
B.3 General. 81
B.4 Interaction of plate buckling and lateral torsional buckling . 81
Bibliography . 82
SIST EN 1993-1-5:2024
European foreword
This document (EN 1993-1-5:2024) 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 European Standard shall be given the status of a national standard, either by publication of an
identical text or by endorsement, at the latest by September 2027, and conflicting national standards shall
be withdrawn at the latest by March 2028.
Attention is drawn to the possibility that some of the elements of this document may be the subject of
patent rights. CEN shall not be held responsible for identifying any or all such patent rights.
This document supersedes EN 1993-1-5:2006 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.
The main changes compared to the previous edition are listed below:
― the torsional stiffness of closed-section stiffeners has been taken into consideration;
― the procedure for interpolation between column-like and plate-like behaviour has been revised;
― the scope has been extended to non-rectangular panels;
― the presence of longitudinal stiffeners with a low stiffness is neglected for the verification to direct
stresses;
― rules for patch loading resistance have been revised;
― the interaction formulae have been revised and extended;
― rules for the verification of the transverse stiffeners have been revised;
― rules for the verification of flange-induced buckling have been revised;
― reduced stress method has been extended to bi-axial loading;
― rules for corrugated webs have been extended.
Any feedback and questions on this document should be directed to the users’ national standards body.
A complete listing of these bodies can be found on the CEN website.
SIST EN 1993-1-5:2024
According to the CEN-CENELEC Internal Regulations, the national standards organisations of the
following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia,
Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland,
Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Republic of North
Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and the United
Kingdom.
SIST EN 1993-1-5:2024
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
0.2 Introduction to the EN 1993 series
The EN 1993 series 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 and geotechnical design.
The EN 1993 series 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: 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;
EN 1993-6, Design of Steel Structures — Part 6: Crane supporting structures;
EN 1993-7, Design of steel structures — Part 7: Sandwich panels (under preparation).
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;
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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: 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: 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 EN 1993-1-5
EN 1993-1-5 gives design requirements for unstiffened and stiffened plates that are subject to in-plane
forces. It also covers plated structural elements like I-section girders or box girders, as well as plated
components used in tanks and silos.
0.4 Verbal forms used in the Eurocodes
The verb “shall” expresses a requirement strictly to be followed and from which no deviation is permitted
in order to comply with the Eurocodes.
The verb “should” expresses a highly recommended choice or course of action. Subject to national
regulation and/or any relevant contractual provisions, alternative approaches could be used/adopted
where technically justified.
The verb “may” expresses a course of action permissible within the limits of the Eurocodes.
The verb “can” expresses possibility and capability; it is used for statements of fact and clarification of
concepts.
0.5 National Annex for EN 1993-1-5
National choice is allowed in this standard where explicitly stated within notes. National choice includes
the selection of values for Nationally Determined Parameters (NDPs).
The national standard implementing EN 1993-1-5 can have a National Annex containing all national
choices to be used for the design of buildings and civil engineering works to be constructed in the relevant
country.
SIST EN 1993-1-5:2024
When no national choice is given, the default choice given in this standard is to be used.
When no national choice is made and no default is given in this standard, the choice can be specified by a
relevant authority or, where not specified, agreed for a specific project by appropriate parties.
National choice is allowed in EN 1993-1-5 through notes to the following clauses:
4.6(2) 6.4.1(10) 7.1(2)
National choice is allowed in EN 1993-1-5 on the application of the following informative annexes:
Annex A Annex B
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.
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1 Scope
1.1 Scope of EN 1993-1-5
(1) This document provides rules for structural design of stiffened and unstiffened nominally flat plates
which are subject to in-plane forces.
(2) Non-uniform stress distributions due to shear lag, in-plane load introduction and plate buckling are
covered. The effects of out-of-plane loading are outside the scope of this document.
NOTE 1 The rules in this part complement the rules for class 1, 2, 3 and 4 sections, see EN 1993-1-1.
NOTE 2 For the design of slender plates which are subject to repeated direct stress and/or shear and also fatigue
due to out-of-plane bending of plate elements (“breathing”), see EN 1993-2 and EN 1993-6.
NOTE 3 For the effects of out-of-plane loading and for the combination of in-plane effects and out-of-plane
loading effects, see EN 1993-2 and EN 1993-1-7.
(3) Single plate elements are considered as nominally flat where the curvature radius r in the direction
perpendicular to the compression satisfies, as illustrated in Figure 1.1:
b
(1.1)
r ≥
t
where
b is the panel width;
t is the plate thickness.
Figure 1.1 — Definition of plate curvature
1.2 Assumptions
(1) Unless specifically stated, EN 1990, the EN 1991 series and EN 1993-1-1 apply.
(2) The design methods given in EN 1993-1-5 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 the EN 1993
series or in the relevant material product specifications.
SIST EN 1993-1-5:2024
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 1990, Eurocode — Basis of structural and geotechnical design
EN 1991 (all parts), Eurocode 1 — Actions on structures
EN 1993-1-1:2022, Eurocode 3 — Design of steel structures — Part 1-1: General rules and rules for
buildings
3 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1 Terms
3.1.1
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
3.1.2
elastic critical stress
stress in a component at which the component becomes unstable when using small deflection elastic
theory of a perfect structure
3.1.3
membrane stress
stress at mid-plane of the plate
3.1.4
gross cross-section
total cross-sectional area of a member but excluding discontinuous longitudinal stiffeners
3.1.5
effective cross-section and effective width
gross cross-section or width reduced to account for non-uniform stress distributions due to plate
buckling, shear lag or both
Note 1 to entry: To distinguish between the different effects, the word “effective” is clarified as follows:
p
— “effective ” denotes effects of plate buckling;
s
— “effective ” denotes effects of shear lag;
— “effective” denotes effects of plate buckling and shear lag.
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3.1.6
plated structural element
structural element built up from nominally flat plates which are connected together
Note 1 to entry: The plates can be stiffened or unstiffened.
3.1.7
stiffener
flat plate or prismatic section attached to a plate to resist buckling or to strengthen the plate
Note 1 to entry: A stiffener is denoted:
— longitudinal if its direction is parallel to the member constituted of the assembled plates;
— transverse if its direction is perpendicular to the member constituted of the assembled plates.
3.1.8
stiffened plate
plate with transverse or longitudinal stiffeners or both
3.1.9
subpanel
unstiffened plate portion surrounded by flanges and/or stiffeners
3.1.10
hybrid girder
girder with flanges and web(s) made of different steel grades
3.1.11
direct stresses
normal stresses acting in the direction of the longitudinal axis of the member
3.1.12
patch loading
local introduction of in-plane forces
3.1.13
plate buckling behaviour
buckling of a plate where second order tensile stresses develops in the direction perpendicular to the
loaded direction with a favourable effect on the resistance
3.1.14
column buckling behaviour
buckling of a plate where no tensile stresses develop in the direction perpendicular to the loaded
direction. This leads to a situation similar to the buckling of a column
3.1.15
local buckling
buckling of an unstiffened plate or of the part of a stiffened plate between two stiffeners or between an
edge and a stiffener
3.1.16
global buckling
buckling of stiffened plate where the instability also involves a displacement of the stiffeners
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3.2 Sign convention
Unless otherwise stated, compression is taken as positive.
3.3 Symbols
For the purposes of this document, the symbols in EN 1990, EN 1993-1-1 and the following apply.
A total gross cross-sectional area of all the longitudinal stiffeners of a stiffened plate without
sℓ
contributing plating
A gross cross-sectional area of one transverse stiffener
st
A gross cross-sectional area of the compression zone of a plate. For stiffened plates, the parts
c
of subpanels supported by adjacent plates are not considered in A
c
A effective cross-sectional area
eff
p
Ac,eff effective cross-sectional area of the compression zone of the stiffened plate
p
A effective cross-sectional area of the compression zone considering local buckling only
c,eff,loc
a dimension of a stiffened or unstiffened plate in the direction parallel to the direct loading
b dimension of a stiffened or unstiffened plate in the direction perpendicular to the direct
loading
b gross width of the flange outstand or half the width of an internal element
b gross width of the compression zone corresponding to A
g c,eff
p
b effective width for local buckling
eff
s
b effective width for elastic shear lag
eff,sl
b width of the compression zone of the plate
c
FEd design transverse force
F design resistance to local buckling under transverse forces
Rd
h clear web depth between flanges
w
L effective length for shear lag
e
ℓ effective loaded length for the resistance to patch loading
y
M design plastic moment of resistance of the cross-section consisting of the effective area of the
f,Rd
flanges only
M design plastic moment of resistance of the cross section consisting of the effective area of the
f,eff,Rd
flanges and the fully effective web irrespective of its section class
M design plastic moment of resistance of the entire cross-section, irrespective of its cross-
pl,Rd
section class
M design bending moment
Ed
N design axial force
Ed
s length of stiff bearing on the flange for patch loading verification
s
SIST EN 1993-1-5:2024
t thickness of the plate
V design shear force including shear from torque
Ed
W effective elastic section modulus at the point considered
eff
s
β effective width factor for shear lag
plate slenderness for direct loading
λ
p
Plate slenderness for shear buckling
λ
w
σ absolute value of the maximum compression stress at one edge of the compression plate
σ stress at the edge opposite to the edge where σ is reached, considered as positive in case of
2 1
compression and negative in case of tension
σ in-plane stresses acting in the direction parallel to the direct loading
x
σ in-plane stresses acting in the direction perpendicular to the direct loading
z
Additional symbols are defined where they first occur.
4 Basis of design
4.1 General rules
4.1.1 Basic requirement
(1) The design of steel plated structural elements shall be in accordance with the general rules given in
EN 1990 and the EN 1991 series and the specific design provisions for steel structures given in
EN 1993-1-1.
(2) Steel structures designed according to this document shall be executed according to EN 1090-2 with
construction materials and products used as specified in the relevant parts of the EN 1993 series or in
the relevant material and product specifications.
(3) The effects of shear lag and plate buckling shall be taken into account at the serviceability and ultimate
limit states, including fatigue if applicable.
4.2 Partial factors
(1) The partial factors as defined in EN 1993-1-1 should be applied to the characteristic values of the
following resistances:
— Resistance to direct stresses γ
M0
— Resistance to shear γ
M1
— Resistance to patch loading γ
M1
— Resistance of transverse stiffeners γ
M1
— Resistance according to the reduced stress method γ
M1
— Resistance of compression flanges of girder with corrugated webs where γ
M1
lateral torsional buckling governs
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(2) Partial factors γ and γ have the value assigned to them in the National Annex to the relevant parts
M0 M1
of EN 1993-1 to EN 1993-6.
4.3 Effective width models for global analysis
(1) The effects of shear lag and of plate buckling on the stiffness of members and joints shall be taken into
account in the global analysis.
(2) The effects of shear lag of flanges in global analysis may be taken into account by the use of an
s s
effective width. For simplicity this effective width may be assumed to be uniform over the length of the
span.
s
(3) For each span of a member the effective width of flanges should be taken as the lesser of the gross
width and L/8 per side of the web, where L is the span or twice the distance from the support to the end
of a cantilever.
p
(4) The effects of plate buckling in elastic global analysis may be taken into account by effective cross-
sectional areas of the elements in compression, see 6.3.
(5) For the calculation of effective areas for stiffness, the serviceability limit state slenderness λ may
p,ser
be calculated from:
σ
com,Ed,ser
λλ=
(4.1)
p,ser p
f
y
where
σ is defined as the maximum compressive stress (calculated on the basis of the effective cross-
com,Ed,ser
section) in the relevant element under loads at serviceability limit state.
(6) The second moment of area at serviceability limit state may be calculated by an interpolation of the
gross cross-section and the effective cross-section for the relevant load combination using the formula:
σ
gr
(4.2)
I =I − II− σ
( )
( )
eff gr gr eff com,Ed,ser
σ
com,Ed,ser
where
I is the second moment of area of the gross cross-section;
gr
σ is the maximum compressive bending stress at serviceability limit states based on
gr
the gross cross-section;
I (σ ) is the second moment of area of the effective cross-section with allowance for
eff com,Ed,ser
local buckling according to 6.4.1(7) calculated for the maximum stress σ ≥
com,Ed,ser
σ within the span length considered, using the reduced slenderness obtained
gr
from Formula (4.1).
(7) The effective second moment of area I may be taken as variable along the span according to the most
eff
severe locations. Alternatively, a uniform value may be used based on the maximum absolute sagging
moment under serviceability loading.
(8) The calculations described in (5) and (6) require iterations, but as a conservative approximation they
may be carried out as a single calculation at a stress level equal to or higher than σ .
com,Ed,ser
SIST EN 1993-1-5:2024
p
(9) For global analysis, the effect of plate buckling on the stiffness may be ignored when the effective
cross-sectional area of an element in compression at ultimate limit state is greater than 0,5 times the
gross cross-sectional area of the same element. The criterion applies for all individual plates of the cross-
section.
4.4 Plate buckling effects on uniform members
p
(1) Effective width models for direct stresses, resistance models for shear buckling and buckling due to
transverse loads as well as interactions between these models for determining the resistance of uniform
members at the ultimate limit state may be used when the following conditions apply:
— panels are rectangular and flanges are parallel;
— the diameter of any unstiffened open hole or cut out does not exceed 0,05b, where b is the width of
the panel.
(2) If the panel is non-rectangular but with an angle ϕ (see Figure 4.1) equal to or less than 10°, the panel
may be considered as a rectangular panel to calculate the relevant reduction factors, using as reference
width b the larger of b and b (according to Figure 4.1).
1 2
(3) If the panel is non-rectangular with an angle ϕ greater than 10° but less than or equal to 17,5°, the
rules given in 6.7 (5) should be applied.
NOTE The elastic buckling load factor α can be calculated either considering a rectangular panel with the
cr
larger width or considering the real tapered shape and corresponding edge stresses. As the stress distribution is
changing between the different cross-sections because of the tapering, this can lead to different plate slenderness
λ for the different cross-sections. See 6.4.1(1) for the definition of the reduction factor and 12.3(1) for the
p
definition of αcr.
(4) For non-rectangular panels with an angle ϕ greater than 17,5°, see 4.7.
Figure 4.1 — Definition of angle ϕ
s
(5) For the calculation of stresses at the serviceability and fatigue limit state the effective area may be
used if the condition in 4.3(9) is fulfilled. For ultimate limit states the effective area according to 5.3
should be used with β replaced by β .
ult
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4.5 Reduced stress method
p
(1) As an alternative to the use of the effective width models for stress states given in Clauses 6 to 9, the
cross-sections may be assumed to be class 3 sections provided that the stresses in each panel do not
exceed the limits specified in Clause 12.
p
NOTE The reduced stress method is analogous to the effective width method (see 4.4) for single plated
elements. However, in verifying the stress limitations no load shedding is assumed between the plated elements of
the cross-section.
4.6 Design assisted by finite element analysis
(1) Finite element analysis for the calculation of the critical buckling stresses and for the verifications of
the ultimate limit states, serviceability limit states or fatigue limit states should be carried out according
to the rules given in EN 1993-1-14.
(2) The evaluation of the numerical simulation results should be made according to EN 1993-1-14.
NOTE The value of the maximum acceptable plastic strain is εmpp = 5 %, unless otherwise specified by the
National Annex.
4.7 Non-uniform members
(1) Non-uniform members (e.g. haunched members or non-rectangular panels with an angle ϕ greater
than 17,5°) or members with regular or irregular large openings may be analysed using Finite Element
(FE) methods.
NOTE For non-uniform members, guidance is also given in Annex B.
4.8 Members with corrugated webs
(1) For members with corrugated webs, the bending stiffness should be based on the flanges only and
webs should be considered to transfer shear and transverse loads. For the design of girders with
corrugated webs, see Clause 13.
5 Shear lag in member design
5.1 General
(1) Shear lag in flanges may be neglected if b < L /50 where b is taken as the gross width of the flange
0 e 0
outstand or half the width of an internal element and L is the length between points of zero bending
e
moment, see 5.2.1(2).
is exceeded the effects due to shear lag in flanges should be considered
(2) Where the above limit for b0
s
at serviceability and fatigue limit state verifications by the use of an effective width according to 5.2.1
and a stress distribution according to 5.2.2. For the ultimate limit state verification an effective area
according to 5.3 may be used.
(3) Stresses due to patch loading in the web applied at the flange level should be determined from 5.2.3.
5.2 Elastic shear lag
s
5.2.1 Effective width
s
(1) The effective width b for shear lag under elastic conditions should be determined from:
eff,sl
b = β b (5.1)
eff,sl 0
s
where the effective factor β is given in Table 5.1.
SIST EN 1993-1-5:2024
s
This effective width is releva
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