EN 1993-1-13:2024
(Main)Eurocode 3 - Design of steel structures - Part 1-13: Beams with large web openings
Eurocode 3 - Design of steel structures - Part 1-13: Beams with large web openings
1.1 Scope of EN 1993-1-13
1.1.1 General
(1) This document gives supplementary provisions that extend the application of EN 1993-1-1 and EN 1993-1-5 to the design of rolled and welded steel sections with various shapes of web openings. The following cases are considered:
- rolled or welded beams with single or widely spaced web openings;
- rolled or welded beams with closely spaced web openings;
- cellular beams with circular openings made by cutting and re-welding two parts of steel sections that may be different in dimensions;
- beams with hexagonal and sinusoidal openings made by cutting and re-welding two parts of steel sections that may be different in dimensions.
(2) This document applies to uniform members with I or H profiles, which are symmetric about the weak axis. It does not apply to non-prismatic or curved beams although the same principles can apply.
(3) This document applies to steel beams with web openings that are subjected to sagging (positive) or to hogging (negative) bending moments.
(4) This document covers the verification of the resistance at the openings and their effects on the global behaviour of the beam, including lateral torsional buckling.
(5) Alternative methods are presented for beams with circular openings and with sinusoidal openings in which the forces and resistances are calculated by increments around or along the openings and which are suitable for computer methods.
(6) This document applies to web slenderness, hw/tw, not exceeding 121ε. The local checks at and between adjacent openings apply to web slenderness up to this limit. The material parameter ε is defined in EN 1993-1-1:2022, 5.2.5 (2).
NOTE The limit of 121ε is the limit of a Class 4 web for a steel section with equal flanges. It is used as a convenient limit for the application of this document, including mono-symmetric sections.
(7) This document does not cover fatigue. In case of fatigue, EN 1993-1-9 applies.
(8) This document does not cover fire design. For the design in case of fire, EN 1993-1-2 applies.
(9) This document does not cover the buckling verification of members with web openings under axial force.
1.1.2 Shapes of web openings
(1) The different shapes of web openings that are considered in this document are shown in Figure 1.1.
Figure 1.1 - Different shapes of web openings in steel beams
1.1.3 Stiffened openings
(1) This document also covers openings in the web of beams that are reinforced by longitudinal stiffeners and/or transverse stiffeners on one or both sides of the web, see Figure 1.2.
NOTE The National Annex can give rules for alternative types of stiffener.
Figure 1.2 - Stiffening of openings in beam webs
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 1993-1-13 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 and product specifications.
Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 1-13: Träger mit großen Stegöffnungen
1.1 Anwendungsbereich von EN 1993-1-13
1.1.1 Allgemeines
(1) Dieses Dokument enthält ergänzende Bestimmungen, die den Anwendungsbereich von EN 1993-1-1 und EN 1993-1-5 um die Bemessung und Konstruktion von gewalzten und geschweißten Stahlprofilen mit verschiedenen Formen von Stegöffnungen erweitern. Folgende Fälle werden dabei betrachtet:
- gewalzte oder geschweißte Träger mit einzelnen oder weit auseinanderliegenden Stegöffnungen;
- gewalzte oder geschweißte Träger mit dicht beieinanderliegenden Stegöffnungen;
- Lochstegträger mit runden Öffnungen, hergestellt durch Schneiden und erneutes Schweißen von zwei Stahlprofilen, die unterschiedliche Maße haben dürfen;
- Träger mit sechseckigen und sinusförmigen Öffnungen, hergestellt durch Schneiden und erneutes Schweißen von zwei Stahlprofilen, die unterschiedliche Maße haben dürfen.
(2) Dieses Dokument gilt für gleichförmige Bauteile mit I- oder H-Profil, die um ihre schwache Achse symmetrisch sind. Er gilt nicht für nicht-prismatische oder gekrümmte Träger, auch wenn die gleichen Grundsätze zutreffen können.
(3) Dieses Dokument gilt für Stahlträger mit Stegöffnungen, die (positiven) Feldmomenten oder (negativen) Biegemomenten ausgesetzt sind.
(4) Dieses Dokument befasst sich mit dem Nachweis der Tragfähigkeit im Bereich der Öffnungen und deren Einfluss auf das Gesamtverhalten des Trägers, einschließlich Biegedrillknicken.
(5) Für Träger mit runden Öffnungen und mit sinusförmigen Öffnungen werden alternative Verfahren vorgestellt, bei denen die Kräfte und Tragfähigkeiten inkrementell um die oder entlang der Öffnungen berechnet werden und die für rechnergestützte Verfahren geeignet sind.
(6) Dieses Dokument gilt für einen Schlankheitsgrad des Stegblechs, hw/tw, von höchstens 121ε. Die lokalen Nachweise an und zwischen benachbarten Öffnungen gelten für einen Schlankheitsgrad des Stegblechs bis zu diesem Grenzwert. Der Werkstoffparameter ε ist in EN 1993-1-1:2022, 5.2.5(2), festgelegt.
ANMERKUNG Der Grenzwert von 121ε ist der Grenzwert eines Stegs der Klasse 4 bei einem Stahlprofil mit gleichen Flanschen. Für die Anwendung dieses Dokuments wird dieser als geeigneter Grenzwert verwendet, einschließlich einfach symmetrischer Querschnitte.
(7) Dieses Dokument behandelt nicht die Ermüdung. Für die Ermüdung gilt EN 1993-1-9.
(8) Dieses Dokument behandelt nicht den baulichen Brandschutz. Für den baulichen Brandschutz gilt EN 1993-1-2.
(9) Dieses Dokument behandelt nicht den Stabilitätsnachweis für Bauteile mit Stegöffnungen unter Einwirkung von Normalkraft.
1.1.2 Formen von Stegöffnungen
(1) Die verschiedenen Formen der Stegöffnungen, mit denen sich in diesem Dokument befasst wird, sind in Bild 1.1 dargestellt.
Bild 1.1 - Verschiedene Formen von Stegöffnungen in Stahlträgern
1.1.3 Ausgesteifte Öffnungen
(1) Dieses Dokument befasst sich auch mit den Öffnungen im Steg der Träger, die durch Längssteifen und/oder Quersteifen auf einer oder auf beiden Seiten des Stegs ausgesteift sind, siehe Bild 1.2.
ANMERKUNG Der Nationale Anhang kann Regeln für alternative Arten von Versteifungen angeben.
Bild 1.2 - Aussteifung von Öffnungen in den Stegen eines Trägers
1.2 Annahmen
(1) Sofern nicht ausdrücklich etwas anderes angegeben ist, gelten EN 1990, die Normenreihe EN 1991 und EN 1993-1-1.
(2) Die in EN 1993-1-13 angegebenen Bemessungsverfahren sind anwendbar, wenn:
- die Qualität der Bauausführung den Anforderungen von EN 1090-2 entspricht; und
- die Baustoffe und produkte entsprechend den Festlegungen der einschlägigen Teile der Normenreihe EN 1993 (alle Teile) oder entsprechend den maßgebenden Werkstoff- und Produktnormen verwendet werden.
Eurocode 3 - Calcul des structures en acier - Partie 1-13 : Poutres avec grandes ouvertures d'âme
1.1 Domaine d'application du prEN 1993-1-13
1.1.1 Généralités
(1) Le présent document donne des dispositions supplémentaires qui étendent l'application de l'EN 1993-1-1 et de l'EN 1993-1-5 au calcul des profils en acier laminés et soudés avec des ouvertures d’âme de diverses formes. Les cas suivants sont pris en compte :
- poutres laminées ou soudées avec ouverture d’âme unique ou ouvertures d'âme largement espacées ;
poutres laminées ou soudées avec ouvertures d'âme faiblement espacées ;
poutres cellulaires avec ouvertures circulaires, formées par découpage et réassemblage par soudage de deux parties de sections en acier pouvant présenter des dimensions différentes ;
poutres avec ouvertures hexagonales et sinusoïdales, formées par découpage et réassemblage par soudage de deux parties de sections en acier pouvant présenter des dimensions différentes.
(2) Le présent document s'applique à des éléments uniformes à profils en I ou en H, symétriques par rapport à l'axe faible. Il ne s'applique pas aux poutres non prismatiques ou courbes, bien que les mêmes principes puissent s'appliquer.
(3) Le présent document s'applique aux poutres en acier avec ouvertures d'âme, soumises à des moments fléchissants positifs ou des moments fléchissants négatifs.
(4) Le présent document couvre la vérification de la résistance au droit des ouvertures et les effets de celles-ci sur le comportement global de la poutre, y compris le déversement.
(5) Des méthodes alternatives y sont présentées pour les poutres à ouvertures circulaires et à ouvertures sinusoïdales dans lesquelles les efforts et les résistances sont calculés par incréments autour et le long des ouvertures, et qui sont adaptées à des méthodes informatisées.
(6) Le présent document s'applique pour un élancement d'âme, hw/tw, inférieur ou égal à 121ε. Les vérifications locales au droit des ouvertures adjacentes et entre ces ouvertures s'appliquent à un élancement d'âme qui ne dépasse pas la limite susmentionnée. Le paramètre de matériau ε est défini dans l’EN 1993-1-1 :2022, 5.2.5 (2).
NOTE La limite de 121ε est la limite d’une âme de Classe 4 pour une section en acier à semelles égales. Elle est utilisée comme limite pratique pour l’application du présent document, y compris pour les sections mono-symétriques.
(7) Le présent document ne traite pas de la fatigue. Pour la fatigue, l'EN 1993-1-9 s'applique.
(8) Le présent document ne couvre pas le calcul en situation d'incendie. Pour le calcul en situation d'incendie, l'EN 1993-1-2 s'applique.
(9) Le présent document ne concerne pas la vérification du flambement des éléments comprenant des ouvertures d'âme soumis à un effort axial.
1.1.2 Formes des ouvertures d’âme
(1) Les différentes formes d'ouvertures d’âme prises en compte dans le présent document sont représentées à la Figure 1.1.
Figure 1.1 - Différentes formes d'ouvertures d’âme dans les poutres en acier
1.1.3 Ouvertures raidies
(1) Le présent document traite également des ouvertures d'âme de poutres qui sont renforcées par des raidisseurs longitudinaux et/ou des raidisseurs transversaux sur un côté ou sur les deux côtés de l'âme, voir Figure 1.2.
NOTE L'Annexe Nationale peut donner des règles pour d’autres types de raidisseur.
Figure 1.2 - Raidissage des ouvertures d’âmes de poutres
1.2 Hypothèses
(1) Sauf indication contraire, l'EN 1990, l'EN 1991 (toutes les parties) et l'EN 1993-1-1 s'appliquent.
(2) Les méthodes de calcul données dans l'EN 1993-1-13 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 l'EN 1993 (toutes les parties) ou dans les spécifications de matériaux et de produits appropriées.
Evrokod 3 - Projektiranje jeklenih konstrukcij - 1-13. del: Nosilci z velikimi mrežnimi odprtinami
(1) Ta dokument vsebuje dodatne določbe, ki razširjajo uporabo standardov EN 1993-1-1 in EN 1993-1-5 na projektiranje valjanih in varjenih jeklenih profilov z različnimi oblikami mrežnih odprtin. Obravnavani so naslednji primeri:
– valjani ali varjeni nosilci z mrežnimi odprtinami z veliko medsebojno razdaljo;
– valjani ali varjeni nosilci z mrežnimi odprtinami z majhno medsebojno razdaljo;
– celični nosilci z okroglimi odprtinami, izdelanimi z rezanjem in ponovnim varjenjem dveh delov jeklenih profilov, ki imata lahko različne dimenzije;
– celični nosilci s šesterokotnimi in sinusoidnimi odprtinami, izdelanimi z rezanjem in ponovnim varjenjem dveh delov jeklenih profilov, ki imata lahko različne dimenzije.
(2) Ta dokument se uporablja za enakomerne elemente z I- ali H-profili, ki so simetrični glede na šibko os. Ne uporablja se za neprizmatične ali ukrivljene nosilce, čeprav se lahko uporabljajo enaka načela.
(3) Ta dokument se uporablja za jeklene nosilce z mrežnimi odprtinami, obremenjene z upogibnim momentom zaradi povešanja (pozitiven), in nosilce, obremenjene tudi z upogibnim momentom zaradi usločenja (negativen).
(4) Ta dokument zajema preverjanje upora na odprtinah in njihov vpliv na splošno obnašanje nosilca, vključno z bočnim torzijskim uklonom.
(5) Predstavljene so alternativne metode za nosilce s krožnimi odprtinami in sinusoidnimi odprtinami, pri katerih se sile in upor izračunajo s prirastki okrog ali vzdolž odprtin ter so primerne za računalniške metode.
(6) Ta dokument se uporablja za vitkost stojine, hw/tw, ki ne presega 121ε. Lokalno preverjanje na sosednjih odprtinah in med njimi se uporablja za vitkost stojine do te omejitve. Delovanje nateznega polja polnostenskih nosilcev ne spada na področje uporabe tega dokumenta.
OPOMBA: Omejitev 121ε ustreza klasifikaciji profilov za simetrični jekleni profil in se uporablja kot priročna omejitev za uporabo tega dokumenta, vključno z asimetričnimi profili. Materialni parameter ε je opredeljen v standardu prEN 1993-1-1:2020, točka 5.2.5 (2).
(7) Ta dokument ne zajema utrujanja. V primeru utrujanja se uporablja standard EN 1993-1-9.
(8) Ta dokument ne zajema požarnoodpornega projektiranja. Za projektiranje v primeru požara se uporablja standard EN 1993-1-2.
(9) Ta dokument ne zajema preverjanja uklona profilov z mrežnimi odprtinami pod osno silo.
1.1.2 Oblike odprtin
(1) Različne oblike odprtin, obravnavane v tem dokumentu, so prikazane na sliki 1.1.
Slika 1.1 ...
1.1.3 Ojačane odprtine
(1) Ta dokument zajema tudi odprtine v stojini nosilcev, ki so ojačene z vzdolžnimi in/ali s prečnimi ojačitvami na eni ali obeh straneh stojine (glej sliko 1.2).
OPOMBA: V nacionalnem dodatku so lahko podana pravila za alternativne vrste ojačitve.
Slika 1.2 ...
1.2 Predpostavke
(1) Če ni izrecno navedeno drugače, se uporabljajo standardi EN 1990, EN 1991 (vsi deli) in EN 1993-1-1.
(2) Metode za projektiranje, podane v standardu EN 1993-1-13, se uporabljajo, če:
– je kakovost izvedbe takšna, kot je določeno v standardu EN 1090-2; in
– so uporabljeni gradbeni materiali in proizvodi iz ustreznih delov standarda EN 1993 (vsi deli) ali ustreznih specifikacij za materiale in proizvode.
General Information
Standards Content (Sample)
SLOVENSKI STANDARD
SIST EN 1993-1-13:2024
01-julij-2024
Evrokod 3 - Projektiranje jeklenih konstrukcij - 1-13. del: Nosilci z velikimi
mrežnimi odprtinami
Eurocode 3 - Design of steel structures - Part 1-13: Beams with large web openings
Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 1-13: Träger mit
großen Stegöffnungen
Eurocode 3 - Calcul des structures en acier - Partie 1-13 : Poutres avec grandes
ouvertures d'âme
Ta slovenski standard je istoveten z: EN 1993-1-13:2024
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.13 Jeklene konstrukcije Steel structures
SIST EN 1993-1-13:2024 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
SIST EN 1993-1-13:2024
SIST EN 1993-1-13:2024
EN 1993-1-13
EUROPEAN STANDARD
NORME EUROPÉENNE
March 2024
EUROPÄISCHE NORM
ICS 91.010.30; 91.080.13
English Version
Eurocode 3 - Design of steel structures - Part 1-13: Beams
with large web openings
Eurocode 3 - Calcul des structures en acier - Partie 1- Eurocode 3 - Bemessung und Konstruktion von
13 : Poutres avec grandes ouvertures d'âme Stahlbauten - Teil 1-13: Träger mit großen
Stegöffnungen
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 1993-1-13:2024 E
worldwide for CEN national Members.
SIST EN 1993-1-13:2024
Contents Page
European foreword . 4
0 Introduction . 5
1 Scope . 8
2 Normative references . 10
3 Terms, definitions and symbols . 11
3.1 Terms and definitions . 11
3.2 List of symbols. 12
4 Basis of design . 17
4.1 General. 17
4.2 Verifications . 17
4.3 Methods of design for Vierendeel bending . 18
4.3.1 Equivalent rectangular opening method. 18
4.3.2 Alternative methods . 18
4.4 Tolerances and manufacture . 18
5 Materials . 18
5.1 General. 18
5.2 Welding . 18
6 Durability . 19
7 Structural Analysis . 19
7.1 Methods of analysis . 19
7.2 Member stiffness for global structural analysis . 19
7.3 Serviceability . 21
7.4 Classification for global bending. . 21
7.5 Section classification of Tees subject to Vierendeel bending . 21
7.6 Section classification of longitudinal stiffeners . 22
8 Ultimate Limit States . 22
8.1 General Requirements for all openings . 22
8.1.1 General. 22
8.1.2 Geometric limits for unstiffened web openings. 23
8.1.3 Geometric limits for web openings with stiffeners . 23
8.2 Shear resistance at web opening positions . 24
8.3 Bending resistance of a beam with web openings . 25
8.3.1 General. 25
8.3.2 Buckling resistance of the compressed Tee for long openings . 25
8.4 Resistance of the Tee sections in Vierendeel bending . 26
8.5 Web buckling next to widely spaced openings . 28
8.5.1 General. 28
8.5.2 Web buckling . 29
8.6 Rules for closely spaced openings . 30
8.6.1 General. 30
8.6.2 Web-post bending . 30
8.6.3 Web-post buckling . 32
8.6.4 Web-post shear . 33
SIST EN 1993-1-13:2024
8.7 Longitudinally stiffened openings . 34
8.7.1 Scope of the rules for openings with longitudinal stiffeners . 34
8.7.2 Additional verifications for stiffened openings . 34
8.7.3 Global bending resistance for stiffened openings . 34
8.7.4 Vierendeel bending resistance for stiffened openings . 35
8.7.5 Web buckling for widely spaced stiffened openings . 35
8.7.6 Web-post buckling for closely spaced stiffened openings . 35
8.7.7 Openings with transverse stiffeners . 36
8.8 Additional requirements for other cases . 36
8.8.1 End-posts . 36
8.8.2 Loads applied over or close to the openings . 38
8.9 Alternative method for Vierendeel bending for circular openings . 39
8.10 Alternative method for stability of web-post between circular openings . 40
8.11 Alternative method for sinusoidal openings . 43
8.11.1 General . 43
8.11.2 Vierendeel bending . 43
8.12 Lateral torsional buckling . 44
9 Serviceability limit states . 45
Bibliography . 47
SIST EN 1993-1-13:2024
European foreword
This document (EN 1993-1-13:2024) 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 design matters
by CEN.
This European Standard shall be given the status of a national standard, either by publication of an
identical text or by endorsement, at the latest by September 2027, and conflicting national standards shall
be withdrawn at the latest by March 2028.
Attention is drawn to the possibility that some of the elements of this document may be the subject of
patent rights. CEN shall not be held responsible for identifying any or all such patent rights.
The first generation of EN Eurocodes was published between 2002 and 2007. This document forms part
of the second generation of the Eurocodes, which have been prepared under Mandate M/515 issued to
CEN by the European Commission and the European Free Trade Association.
The Eurocodes have been drafted to be used in conjunction with relevant execution, material, product
and test standards, and to identify requirements for execution, materials, products and testing that are
relied upon by the Eurocodes.
The Eurocodes recognize the responsibility of each Member State and have safeguarded their right to
determine values related to regulatory safety matters at national level through the use of National
Annexes.
Any feedback and questions on this document should be directed to the users’ national standards body.
A complete listing of these bodies can be found on the CEN website.
According to the CEN-CENELEC Internal Regulations, the national standards organisations of the
following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia,
Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland,
Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Republic of North
Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and the United
Kingdom.
SIST EN 1993-1-13:2024
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.
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 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;
SIST EN 1993-1-13:2024
EN 1993-6, Design of Steel Structures — Part 6: Crane supporting structures;
EN 1993-7, Design of steel structures — Part 7: 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: 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 like 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 like 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 1993-1-13
EN 1993-1-13 gives guidance and recommendations for the design of beams with large web openings.
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 regu-
lation 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.
SIST EN 1993-1-13:2024
0.5 National Annex for EN 1993-1-13
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 1993-1-13 can have a National Annex containing all national
choices to be used for the design of buildings and civil engineering works to be constructed in the relevant
country.
When no national choice is given, the default choice given in this standard is to be used.
When no national choice is made and no default is given in this standard, the choice can be specified by a
relevant authority or, where not specified, agreed for a specific project by appropriate parties.
National choice is allowed in EN 1993-1-13 through notes to the following clauses:
1.1.3(1) 8.1.2(1) 8.1.3(2) 9(5)
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.
SIST EN 1993-1-13:2024
1 Scope
1.1 Scope of EN 1993-1-13
1.1.1 General
(1) This document gives supplementary provisions that extend the application of EN 1993-1-1 and
EN 1993-1-5 to the design of rolled and welded steel sections with various shapes of web openings. The
following cases are considered:
— rolled or welded beams with single or widely spaced web openings;
— rolled or welded beams with closely spaced web openings;
— cellular beams with circular openings made by cutting and re-welding two parts of steel sections that
may be different in dimensions;
— beams with hexagonal and sinusoidal openings made by cutting and re-welding two parts of steel
sections that may be different in dimensions.
(2) This document applies to uniform members with I or H profiles, which are symmetric about the weak
axis. It does not apply to non-prismatic or curved beams although the same principles can apply.
(3) This document applies to steel beams with web openings that are subjected to sagging (positive) or
to hogging (negative) bending moments.
(4) This document covers the verification of the resistance at the openings and their effects on the global
behaviour of the beam, including lateral torsional buckling.
(5) Alternative methods are presented for beams with circular openings and with sinusoidal openings in
which the forces and resistances are calculated by increments around or along the openings and which
are suitable for computer methods.
(6) This document applies to web slenderness, h /t , not exceeding 121ε. The local checks at and
w w
between adjacent openings apply to web slenderness up to this limit. The material parameter ε is defined
in EN 1993-1-1:2022, 5.2.5(2).
NOTE The limit of 121ε is the limit of a Class 4 web for a steel section with equal flanges. It is used as a
convenient limit for the application of this document, including mono-symmetric sections.
(7) This document does not cover fatigue. In case of fatigue, EN 1993-1-9 applies.
(8) This document does not cover fire design. For the design in case of fire, EN 1993-1-2 applies.
(9) This document does not cover the buckling verification of members with web openings under axial
force.
1.1.2 Shapes of web openings
(1) The different shapes of web openings that are considered in this document are shown in Figure 1.1.
SIST EN 1993-1-13:2024
a) Circular opening b) Rectangular opening
c) Elongated opening d) Closely spaced circular openings
e) Closely spaced hexagonal openings f) Closely spaced sinusoidal shaped openings
(s =b ) (s =b )
0 0 0 0
Figure 1.1 — Different shapes of web openings in steel beams
1.1.3 Stiffened openings
(1) This document also covers openings in the web of beams that are reinforced by longitudinal stiffeners
and/or transverse stiffeners on one or both sides of the web, see Figure 1.2.
NOTE The National Annex can give rules for alternative types of stiffener.
SIST EN 1993-1-13:2024
Single-sided Double-sided
a) Longitudinal stiffeners on one or
both sides of the web
b) Transverse stiffeners combined with longitudinal stiffeners on opposite sides of the web
Key
1 transverse stiffener
Figure 1.2 — Stiffening of openings in beam webs
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 1993-1-13 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 and product specifications.
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. in ‘should’ clauses), permissions (‘may’ clauses), possibilities ('can'
clauses) and in notes.
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
SIST EN 1993-1-13:2024
EN 1993-1-1:2022, Eurocode 3 — Design of steel structures — Part 1-1: General rules and rules for
buildings
3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1.1
asymmetric section
steel section with different dimensions of the top and bottom Tees
3.1.2
eccentricity of opening
distance e of the centre of the opening from the mid-height of the steel section
o
Note 1 to entry: eo is positive when the mid-height of the opening is above the mid-height of the section and is
negative below the mid-height of the section, see Figure 3.1.
Key
1 mid-height of the opening
2 mid-height of the section
Figure 3.1 — Definition of eccentricity of a web opening
3.1.3
Tee
cross-section composed of the flange and the part of the web above or below the opening
3.1.4
Vierendeel bending
local bending of Tees caused by the transfer of shear force across the opening
3.1.5
web-post
part of the web between adjacent openings, as shown in Figure 3.2
3.1.6
end-post
part of the web located between the opening and the beam end or adjacent support, as shown in
Figure 3.2
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3.1.7
widely spaced web openings
openings where web buckling next to the openings is not influenced by adjacent openings
3.1.8
closely spaced web openings
openings where web buckling is influenced by the adjacent openings, as defined in 8.6.1
3.1.9
stiffened Tee
Tees with longitudinal stiffeners welded to the web and with suitable anchorage on both sides of the
opening
Key
1 end plate
2 end-post
3 web-post
4 top Tee
5 bottom Tee
Figure 3.2 — Definition of web-post and end-post for the case of circular openings
3.2 List of symbols
a Effective length of an opening for buckling and deflection calculations
eff
a Equivalent length of an opening for Vierendeel bending
eq
a Overall length of an opening
o
a Anchorage length of stiffener past an opening end
v
A Cross-sectional area of bottom Tee
bT
A Cross-sectional area of stiffener
s
A Cross-sectional area of top Tee
tT
A Shear area of bottom Tee
V,bT
A Shear area of top Tee
V,tT
bo Width of the horizontal part of a hexagonal or sinusoidal opening, see Figure 1.1
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b Length of sinusoidal part of opening, see Figure 1.1
s
b Effective width of web next to an opening for web buckling
w
d Depth of web outstand of Tee section. For rolled profiles, the outstand d is measured from
t t
the root radius. For welded sections, dt is measured from the weld toe
d Height of critical cross-section of web-post above the centre-line of the opening (subscripts
wp
b and t refer to the bottom and top parts of the web-post)
e Eccentricity of centre-line of opening (taken as positive above the centre-line of beam and
o
negative below the centre-line), see Figure 3.1
E Modulus of elasticity of steel
f Yield strength
y
f Yield strength of the stiffeners
ys
f Yield strength of the bottom Tee
y,bT
f Yield strength of the top Tee
y,tT
f Reduced yield strength considering shear effect
y,red
h Depth of steel section
h Depth of bottom Tee
bT
h Effective depth of steel section between the centroids of the Tees
eff
h Depth of opening (or diameter of circular opening)
o
h Depth of top Tee
tT
h Depth of Tee
T
h Equivalent rectangular opening height
eq
h Depth of web of solid web section
w
I Second moment of area of the solid web section
a
I Second moment of area of bottom Tee with or without longitudinal stiffeners as appropriate
bT
I Effective second moment of area of the section at an opening used for global analysis
eff,a,o
I Second moment of area of top Tee with or without longitudinal stiffeners as appropriate
tT
k Factor on the shear deflection in Vierendeel bending due to the effect of longitudinal
o
stiffeners
L Span length of beam
M Design value of the bending moment due to the uniform loads applied to the compressed
add,Ed
Tee at an opening, assuming that both chord ends are fixed and considering the chord
”
length aeff
M Design value of bending resistance of bottom Tee
bT,Rd
M Design value of the global bending moment at the centre-line of the opening
Ed
M Applied bending moment in the Tee cross-section of index i
Ed,i
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M Design value of elastic bending resistance of web-post
el,wp,Rd
M Design value of reduced bending resistance of bottom Tee due to axial force
N,bT,Rd
M Design value of reduced bending resistance of Tee due to axial force and shear
NV,T,Rd
M Design value of reduced bending resistance of bottom Tee due to axial force and shear
NV,bT,Rd
M Design value of reduced bending resistance of top Tee due to axial force and shear
NV,tT,Rd
M Design value of plastic bending resistance of Tee
pl,Rd
M , Design of plastic bending resistance of the Tee cross-sections of index i, reduced due to the
V,pl,Rd,i
presence of shear force
M Design value of bending resistance of beam at the opening position
o,Rd
M Design value of plastic bending resistance of beam at the opening position
o,pl,Rd
M Design value of elastic bending resistance of beam at the opening position
o,el,Rd
M Design value of the in-plane moment acting on the web-post
wp,Ed
M Design value of bending resistance of top Tee
tT,Rd
Μ Design value of the bending moment acting on the inclined Tee cross-section, with an
ϕ,Ed
inclination angle ϕ to the vertical
Μ Design value of the bending resistance of the inclined Tee cross-section, with an inclination
ϕ,Rd
angle ϕ to the vertical
M Design value of elastic bending resistance of the Tee
T,el,Rd
M Design value of plastic bending resistance of the Tee
T,pl,Rd
M Design value of bending resistance of the compressed Tee section in the plane of the web
T,Rd
M Design value of elastic bending resistance of the web-post
wp,Rd
NEd Design value of the axial force
N Applied axial force in the Tee cross-section of index i
Ed,i
N Design value of the axial force in a cross-section of the bottom Tee
b,Ed
N Design value of the axial force applied to the compressed Tee due to global bending and
T,Ed
additional axial forces.
N Design value of buckling resistance of the end-post
ep,Rd
N Design value of axial resistance of bottom Tee
bT,Rd
Nb,Rd Design value of buckling resistance of the compressed Tee for buckling in the plane of the
web and is determined for a buckling length of 0,5aeff
N Design value of the axial force in a cross-section of a Tee due to the global bending at mid-
m,Ed
length of an opening and/or due to the global axial force
N Design value of the plastic axial resistance of a steel section with opening
o,pl,Rd
N Design value of axial resistance
pl,Rd
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N Design value of the axial force in a cross-section of the top Tee
t, Ed
N Compression elastic resistance of the Tee
T,el,Rd
N Compression plastic resistance of the Tee
T,pl,Rd
N Design value of axial resistance of top Tee
tT,Rd
N Design value of plastic axial resistance of the Tee cross-section of index i, reduced due to the
V,pl,Rd,i
presence of shear force
N Design value of the compression force in the web next to an opening
w,Ed
N Design value of buckling resistance of web next to an opening
w,Rd
N Design value of the compression force in a web-post between adjacent openings
wp,Ed
N Design value of buckling resistance of a web-post between adjacent openings
wp,Rd
Ν Design value of the axial force acting on the inclined Tee cross-section, with an inclination
ϕ,Ed
angle ϕ to the vertical
Ν Design value of the axial resistance of the inclined Tee cross-section, with an inclination
ϕ,Rd
angle ϕ to the vertical
n Number of regularly spaced openings along the beam
o
r Root radius of rolled section
r Radius at the corners of rectangular openings
o
s Centre to centre spacing of adjacent openings
s Width of end post between the connection and the nearer edge of the first opening
e
s Effective width of the end-post
e,eff
s Width of a web-post (= s - a ), i.e. edge-to-edge spacing of adjacent openings
o o
s Effective width of the web-post for slenderness in web-post buckling
o,eff
s Width of the critical section of the web-post
wp
t Thickness of flange (subscripts b and t refer to bottom and top flanges)
f
t Thickness of web (subscripts b and t refer to bottom and top webs)
w
t Minimum value of the web thickness for beams with webs of different thicknesses
w,min
t Thickness of the web of the top Tee
w,tT
t Thickness of the web of the bottom Tee
w,bT
V Design value of the force applied parallel to the plane at angle ϕ to the vertical around an
ϕ,Ed
opening
V Design value of the shear force in a cross-section of the bottom Tee
b,Ed
V Design value of the shear resistance of the bottom Tee limited by pure shear or Vierendeel
b,Rd
bending
V Design value of the shear force acting on the beam at the centre-line of opening
Ed
SIST EN 1993-1-13:2024
V Applied shear force in the Tee cross-section of index i
Ed,i
V Design value of the shear force acting on a Tee due to the global bending at mid length of an
m,Ed
opening
V Design value of plastic shear resistance of the bottom Tee
pl,Rd,b
V Design value of plastic shear resistance of the top Tee
pl,Rd,t
V Design value of plastic shear resistance at the opening
o,pl,Rd
V Design value of plastic shear resistance of the solid web beam
pl,Rd
V Shear force acting at mid length of an opening at the serviceability limit state
ser, Ed
V Design value of the shear force in a cross-section of the top Tee
t,Ed
V Design value of the shear resistance of the top Tee limited by pure shear or Vierendeel
t,Rd
bending
V Design value of shear resistance due to Vierendeel bending across the opening
Vier,Rd
V Design value of the buckling resistance of the web
w,Rd
V Design shear buckling resistance of the solid web from 7.3 of EN 1993-1-5:2024
bw,Rd
V Design value of the shear force in the horizontal cross-section of the web-post
wp,Ed
V Design value of horizontal shear resistance of the web-post
wp,Rd
w Additional deflection between opening ends due to Vierendeel bending
Vier,add
w Shear deflection limit due to Vierendeel bending
Vier,max
w Additional deflection at mid-span due to the web openings
add
w Mid-span deflection of solid web beam
b
x Distance of centre of opening from nearer support
o
z , z Distance of the centroid of the T-section from outer edge of flange (subscripts b and t refer
b t
to bottom and top flange)
α Ratio of the centre to centre spacing of circular openings to the opening diameter; α = s/h
o
α Interaction factor for Vierendeel bending resistance of beams with sinusoidal openings
V
0,5
ε Material parameter depending on f ; ε = (235/f ) where fy is in [MPa]
y y
Relative slenderness of web next to opening
λ
w
Relative slenderness
λ
Relative slenderness of end-post
λ
ep
Relative slenderness of web-post between closely spaced openings
λ
wp
λ Reference slenderness
γ γ Partial factors for steel
M0, M1
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Γ Moment, shear and axial force interaction criterion for a Tee (subscripts bT and tT refer to
MNV
bottom and top Tee respectively)
Γ Moment, shear and axial force interaction criterion at an opening
MNVo
κ Post-critical factor for web-post buckling
ψ Moment ratio
ϕ Angle of a cross-section to the vertical at an opening axis
σ Critical principal stress in web
w,cr
χ Reduction factor due to end-post buckling
ep
χ Reduction factor due to web buckling
w
χ Reduction factor due to web-post buckling
wp
ξ Shape factor
4 Basis of design
4.1 General
(1) The design of beams with large web openings 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.
4.2 Verifications
(1) The steel beam should be verified according to EN 1993-1-1 and EN 1993-1-5.
(2) The following additional verifications, which are covered by this document, are required at each web
opening position:
a) global bending resistance,
b) shear resistance,
c) combined Vierendeel bending resistance of the Tees reduced for axial forces and shear,
d) stability of the Tee in compression at long openings,
e) resistance to web-post shear, bending and buckling.
(3) The following additional verifications are required for beams with web openings:
a) resistance to lateral torsional buckling, which is included in this document,
b) deflection of the beam, including additional deflections caused by the openings, which are included
in this document,
c) checks on connections and load introduction points at or near the openings, which are not covered
by this document.
SIST EN 1993-1-13:2024
(4) For steel beams made by welding two Tees, the resistance of the welds between the upper and lower
tees should be checked according to EN 1993-1-8.
(5) For widely spaced openings with maximum dimension less than 30 % of the section depth and with
eccentricity of its centre-line not exceeding 10 % of the section depth, the shear verification in 8.2 may
be considered as sufficient to satisfy the other checks in (2) provided that the web slenderness does not
exceed 72 ε. For circular opening, the maximum diameter may be increased to 40 % of the section depth.
4.3 Methods of design for Vierendeel bending
4.3.1 Equivalent rectangular opening method
(1) The principle of design of the Tee sections for Vierendeel bending is to represent an opening of any
shape by an equivalent rectangular opening in order to determine the applied moments and the bending
resistances of the Tee sections.
(2) For the opening shapes illustrated in Figure 1.1, the dimensions of the equivalent rectangular
openings that may be used for the verification of Vierendeel bending are presented in 8.4.
4.3.2 Alternative methods
(1) For circular openings, the alternative method presented in 8.9 may be used, which is based on the
verification of the resistance of inclined tee cross-section around the opening. This method may be
combined with alternative methods for web-post buckling in 8.10 within a defined range of application.
(2) For sinusoidal openings, the alternative method presented in 8.11 may be used.
4.4 Tolerances and manufacture
(1) For sections with web openings, the tolerances in EN 1090-2 should be adopted.
(2) Opening dimensions should not exceed the nominal dimensions by more than 5 mm.
(3) To avoid over-cutting of rectangular openings at the corners of the openings, the corners should be
profiled, or holes should be pre-drilled at the corners of the openings to which the horizontal and vertical
cuts are made. The minimum radius at the corners of the openings is 10 mm.
5 Materials
5.1 General
(1) This document covers the design of steel beams with web openings in which the steel conforms to the
grades listed in EN 1993-1-1:2022, Table 5.1 and Table 5.2.
(2) For the verifications around the web openings that rely on plastic resistances, the maximum steel
grade is S460.
(3) For steel grades above S460 and up to S700, elastic resistances should be used.
(4) Different steel grades may be used for the flanges and webs or for the top and bottom Tees, provided
the relevant steel strength is used in the verification in this document.
(5) Material properties should be adopted as defined in EN 1993-1-1:2022, 5.2.
5.2 Welding
(1) For welded sections and for welding of the web-post between the rolled sections, the weld should be
designed according to EN 1993-1-8 for the applied forces.
(2) The web-post welds should be continuous.
SIST EN 1993-1-13:2024
(3) For welded sections, the welds between the web and the flanges should be continuous, on both sides
of the web, along the openings.
(4) Distortion of the web due to welding should be controlled within the stated manufacturing tolerances.
6 Durability
(1) The basic requirements for durability are set out in EN 1993-1-1.
7 Structural Analysis
7.1 Methods of analysis
(1) Elastic global analysis should be used for beams with large web openings, except as stated in (2).
(2) Plastic global analysis may be applied according to EN 1993-1-1 provided it can be demonstrated that
any plastic hinge forms at a distance exceeding twice the beam depth from the edge of an opening
position.
7.2 Member stiffness for global structural analysis
(1) For global analysis of frames consisting of members with single or multiple web openings, the effect
of the openings on the flexural stiffness of the members should be taken into account. For openings with
maximum dimension not exceeding 50 % of the section depth, this effect may be ignored for global
analysis.
(2) For beams with L/h ≥18, the loss of shear stiffness of a series of regularly spaced circular or hexagonal
openings may generally be ignored in terms of their effect on the stiffness of the members for structural
analysis. In this case, the effective second moment of area of the beam with multiple openings may be
taken as:
a ht
eff o w
I In− (7.1)
eff,,a o a o
L 12
where
I is the second moment of area of the gross cross-section, at
a
mid-width of web-post;
n is the number of regularly spaced openings;
o
a is the effective opening length given in 7.5(4).
eff
(3) For beams with L/h <18, the additional flexibility due to the effects of shear on a series of regularly
spaced circular or hexagonal openings should be taken into account. The effective bending stiffness of the
beam due to bending and shear at the openings may be reduced and the corresponding effective second
moment of area is given by:
−1
n a ht a I
o eff o w eff a
I =I 1++ 08, n (7.2)
eff,,a o a o
12 LI L
I + I
( )
a
bT tT
where
I and I are the second moments of area of the bottom and top Tee sections respectively.
bT tT
=
SIST EN 1993-1-13:2024
(4) For beams with non-regularly spaced openings or for beams with regularly spaced openings and more
complex loading, more advanced methods should be used for structural analysis. In these methods, the
beam may be modelled as a Vierendeel beam at the openings positions.
(5) A beam with multiple openings and with L/h ≥ 8 may be modelled for global
...
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