prEN 1993-1-13

Eurocode 3 - Design of steel structures - Part 1-13: Beams with large web openings

1.1   Scope of prEN 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 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) and to beams that are also subjected to hogging (negative) bending moments.
(4) This document covers the verification of the resistance at the openings and their effect 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. Tension field action of plate girders is not part of the scope.
NOTE   The limit of 121ε corresponds to the section classification for a symmetric steel section and is used as a convenient limit for the application of this document, including asymmetric sections. The material parameter ε is defined in prEN 1993-1-1:2020, 5.2.5 (2).
(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 openings
(1) The different shapes of openings that are considered in this document are shown in Figure 1.1.
Figure 1.1...
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...
1.2   Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (all parts) 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 EN 1993 (all parts), or in the relevant material and product specifications.

Eurocode 3: Bemessung und Konstruktion von Stahlbauten - Teil 1-13: Regeln für Träger mit großen Stegöffnungen

nwendungsbereich von prEN 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 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 können;
-   Träger mit sechseckigen und sinusförmigen Öffnungen, hergestellt durch Schneiden und erneutes Schweißen von zwei Stahlprofilen, die unterschiedliche Maße haben können.
(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 Strahlträger mit Stegöffnungen, die (positiven) Feldmomenten ausgesetzt sind, und für Träger, die außerdem (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) Dieser Teil 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. Die Zugfeldwirkung von Blechträgern ist nicht Teil des Anwendungsbereichs.
ANMERKUNG   Der Grenzwert von 121ε entspricht der Querschnittsklasse eines symmetrischen Stahlprofils und wird als zweckmäßiger Grenzwert für die Anwendung dieses Dokuments angewendet, auch bei unsymmetrischen Profilen. Der Werkstoffparameter ε ist in prEN 1993 1 1:2020, 5.2.5(2), festgelegt.
(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 der Öffnungen
(1) Die verschiedenen Formen der Öffnungen, mit denen sich in diesem Dokument befasst wird, sind in Bild 1.1 dargestellt.
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.
1.2   Annahmen
(1) Sofern nicht ausdrücklich etwas anderes angegeben ist, gelten EN 1990, EN 1991 (alle Teile) 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 von EN 1993 (alle Teile) oder entsprechend den maßgebenden Werkstoff- und Produktnormen verwendet werden.

Eurocode 3 - Calcul des structures en acier - Partie 1-13 : Règles pour les 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 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 et des moments de flexion négatifs.
(4) Le présent document couvre la vérification de la résistance au droit des ouvertures et aux 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. L’effet du champ diagonal de traction pour les poutres à âme pleine est hors du domaine d'application du présent document.
NOTE   La limite de 121ε correspond à la classification de section pour une section en acier symétrique ; elle est utilisée comme limite pratique pour l'application du présent document, y compris pour les sections asymétriques. Le paramètre de matériau ε est défini dans le prEN 1993-1-1:2020, 5.2.5 (2).
(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
(1) Les différentes formes d'ouvertures prises en compte dans le présent document sont représentées à la Figure 1.1.
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.
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: Pravila za nosilce z velikimi mrežnimi odprtinami

General Information

• Status: Not Published
• Publication Date: 04-Feb-2019
• Withdrawal Date: 05-May-2019
• ICS: 91.010.30 - Technical aspects
• ICS: 91.080.13 - Steel structures
• Technical Committee: CEN/TC 250 - Structural Eurocodes
• Drafting Committee: CEN/TC 250/SC 3 - Eurocode 3: Design of steel structures
• Ref Project: oSIST prEN 1993-1-13:2022 - Eurocode 3 - Design of steel structures - Part 1-13: Rules for beams with large web openings

Standards Content (Sample)

SLOVENSKI STANDARD
oSIST prEN 1993-1-13:2022
01-maj-2022
Evrokod 3 - Projektiranje jeklenih konstrukcij - 1-13. del: Pravila za nosilce z
velikimi mrežnimi odprtinami

Eurocode 3 - Design of steel structures - Part 1-13: Rules for beams with large web

openings
Eurocode 3: Bemessung und Konstruktion von Stahlbauten - Teil 1-13: Regeln für
Träger mit großen Stegöffnungen

Eurocode 3 - Calcul des structures en acier - Partie 1-13 : Règles pour les poutres avec

grandes ouvertures d'âme
Ta slovenski standard je istoveten z: prEN 1993-1-13
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.13 Jeklene konstrukcije Steel structures
oSIST prEN 1993-1-13:2022 en,fr,de

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

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oSIST prEN 1993-1-13:2022
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oSIST prEN 1993-1-13:2022
DRAFT
EUROPEAN STANDARD
prEN 1993-1-13
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2022
ICS 91.010.30; 91.080.13
English Version
Eurocode 3 - Design of steel structures - Part 1-13: Rules
for beams with large web openings
Eurocode 3: Bemessung und Konstruktion von
Stahlbauten - Teil 1-13: Regeln für Träger mit großen
Stegöffnungen

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, Turkey 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

© 2022 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 1993-1-13:2022 E

worldwide for CEN national Members.
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prEN 1993-1-13:2022 (E)
Contents Page

European foreword ...................................................................................................................................................... 3

Introduction .................................................................................................................................................................... 4

1 Scope .................................................................................................................................................................... 7

2 Normative references .................................................................................................................................... 9

3 Terms, definitions and symbols .............................................................................................................. 10

3.1 Terms and definitions ................................................................................................................................. 10

3.2 List of symbols................................................................................................................................................ 11

4 Basis of design ................................................................................................................................................ 16

4.1 General.............................................................................................................................................................. 16

4.2 Verifications .................................................................................................................................................... 16

4.3 Methods of design for Vierendeel bending ........................................................................................... 17

4.4 Tolerances ....................................................................................................................................................... 17

5 Materials .......................................................................................................................................................... 17

5.1 General.............................................................................................................................................................. 17

5.2 Welding ............................................................................................................................................................. 17

6 Durability ......................................................................................................................................................... 17

7 Structural Analysis ....................................................................................................................................... 18

7.1 Methods of analysis ...................................................................................................................................... 18

7.2 Member stiffness for global structural analysis ................................................................................ 18

7.3 Serviceability .................................................................................................................................................. 19

7.4 Classification for global bending. ............................................................................................................ 19

7.5 Section classification of Tees subject to Vierendeel bending ........................................................ 20

7.6 Section classification of longitudinal stiffeners ................................................................................. 21

8 Ultimate Limit State ..................................................................................................................................... 21

8.1 General Requirements for all openings ................................................................................................ 21

8.2 Shear resistance at web opening positions ......................................................................................... 22

8.3 Bending resistance of a beam with web openings ............................................................................ 23

8.4 Resistance of the Tees in Vierendeel bending ..................................................................................... 24

8.5 Web buckling next to widely spaced openings .................................................................................. 26

8.6 Rules for closely spaced openings .......................................................................................................... 28

8.7 Longitudinally stiffened openings .......................................................................................................... 32

8.8 Requirements for other cases .................................................................................................................. 34

8.9 Alternative method for Vierendeel bending for circular openings ............................................. 35

8.10 Alternative method for stability of web-post between circular openings ............................... 36

8.11 Alternative method for sinusoidal openings ...................................................................................... 39

8.12 Lateral torsional buckling ......................................................................................................................... 41

9 Serviceability limit state ............................................................................................................................ 41

Bibliography ................................................................................................................................................................. 43

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European foreword

This document (prEN 1993-1-13:2022) 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 document is currently submitted to the CEN Enquiry.

The first generation of EN Eurocodes was published between 2002 and 2007. This document forms part

of the second generation of the Eurocodes, which have been prepared under Mandate M/515 issued to

CEN by the European Commission and the European Free Trade Association.

The Eurocodes have been drafted to be used in conjunction with relevant execution, material, product

and test standards, and to identify requirements for execution, materials, products and testing that are

relied upon by the Eurocodes.

The Eurocodes recognize the responsibility of each Member State and have safeguarded their right to

determine values related to regulatory safety matters at national level through the use of National

Annexes.
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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

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 and geotechnical 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;
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.
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EN 1993-1 in itself does not exist as a physical document, but comprises the following 14 separate parts,

the basic part being EN 1993-1-1:

EN 1993-1-1, Design of Steel Structures — Part 1-1: General rules and rules for buildings;

EN 1993-1-2, Design of Steel Structures — Part 1-2: Structural fire design;

EN 1993-1-3, Design of Steel Structures — Part 1-3: Cold-formed members and sheeting;

NOTE Cold formed hollow sections supplied according to EN 10219 are covered in EN 1993-1-1.

EN 1993-1-4, Design of Steel Structures — Part 1-4: Stainless steels;
EN 1993-1-5, Design of Steel Structures — Part 1-5: Plated structural elements;

EN 1993-1-6, Design of Steel Structures — Part 1-6: Strength and stability of shell structures;

EN 1993-1-7, Design of Steel Structures — Part 1-7: Strength and stability of planar plated structures

transversely loaded;
EN 1993-1-8, Design of Steel Structures — Part 1-8: Design of joints;

EN 1993-1-9, Design of Steel Structures — Part 1-9: Fatigue strength of steel structures;

EN 1993-1-10, Design of Steel Structures — Part 1-10: Selection of steel for fracture toughness and through-

thickness properties;

EN 1993-1-11, Design of Steel Structures — Part 1-11: Design of structures with tension components made

of steel;

EN 1993-1-12, Design of Steel Structures — Part 1-12: Additional rules for steel grades up to S960;

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 prEN 1993-1-13

prEN 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.
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0.5 National Annex for prEN 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 prEN 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 prEN 1993-1-13 through notes to the following:
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.

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1 Scope
1.1 Scope of prEN 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 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) and

to beams that are also subjected to hogging (negative) bending moments.

(4) This document covers the verification of the resistance at the openings and their effect 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. Tension field action of plate girders

is not part of the scope.

NOTE The limit of 121ε corresponds to the section classification for a symmetric steel section and is used as a

convenient limit for the application of this document, including asymmetric sections. The material parameter ε is

defined in prEN 1993-1-1:2020, 5.2.5 (2).

(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 openings

(1) The different shapes of openings that are considered in this document are shown in Figure 1.1.

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prEN 1993-1-13:2022 (E)
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 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.
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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, EN 1991 (all parts) 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 EN 1993 (all

parts), 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

prEN 1993-1-1:2020, Eurocode 3: Design of Steel Structures - Part 1.1: General rules and rules for buildings

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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 eo of the centre-line of the opening from the centre-line of the steel section, as shown in Figure

3.1

Note 1 to entry: e is positive when the centre-line of the opening is above the centre-line of the section and is

negative below the centre-line of the section.
Key
1 centre-line of the opening
2 centre-line of the beam
Figure 3.1 — Definition of eccentricity of opening position
3.1.3
Tee
combined web and flange section 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

end-post is located between the opening and the adjacent support, as shown in Figure 3.2

3.1.7
widely spaced web openings

openings where web buckling next to the openings is not influenced by adjacent openings

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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 Tee section 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

3.1.10
significant load

load at or adjacent to the opening that exceeds 15 % of the shear resistance of the loaded Tee

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
a Overall length of an opening
a Anchorage length of stiffener past an opening
A Cross-sectional area of bottom Tee
A Cross-sectional area of stiffener
A Cross-sectional area of top Tee
A Shear area of bottom Tee
V,bT
A Shear area of top Tee
V,tT

b Width of horizontal part of opening in hexagonal or sinusoidal openings, see Figure 1.1

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b Length of sinusoidal part of opening, see Figure 1.1
b Effective width of web next to an opening for web buckling

d Depth of web outstand of Tee section. For rolled profiles, the outstand d is measured

t t
from the root radius.

d Height of critical cross-section of web-post above the centre-line of the opening

(subscripts 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 negative below the centre-line), see Figure 3.1
E Modulus of elasticity of steel
f Yield strength
f Yield strength
y,s
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
h Effective depth of steel section between the centroids of the Tees
eff
h Depth of opening (or diameter of circular opening)
h Depth of top Tee
h Depth of Tee
h Equivalent rectangular opening height, h
eq eq
h Depth of web of solid web section
I Second moment of area of the solid web section
I Second moment of area of bottom Tee with or without longitudinal stiffeners as
appropriate

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

k Factor on the shear deflection in Vierendeel bending due to the effect of longitudinal

stiffeners
L Span length of beam

M Design value of bending moment due to the uniform loads applied to the compressed

add,Ed
Tee at the opening of length, a , assuming that it is fixed at its ends.
eff
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
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M Design bending moment of the member to be used to calculate lateral torsional
Ed, LT
buckling according to 8.3.2.1 (1) of prEN 1993-1-1:2020
M Design value of elastic bending resistance of web-post
el,wp,Rd

MN,bT,Rd Design value of reduced bending resistance of bottom Tee due to axial force

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 bending resistance of beam at the opening position
o,Rd
M Design value of plastic bending resistance of Tee
pl,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 in–plane moment applied on the plane at angle ϕ to the vertical

ϕ,Ed
around an opening

Μ Design value of in–plane bending resistance on the plane at angle ϕ to the vertical

ϕ,Rd
around an opening
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

T,Rd
web
N Design value of the axial force acting on the section
N Design value of the axial force in bottom Tee
b,Ed

N Design value of the axial force applied to the compressed Tee due to global bending

T,Ed
and 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

N Design value of buckling resistance of the compressed Tee for buckling in the plane of

b,Rd
the web and is determined for a buckling length of 0.5a .
eff

N Design value of the axial force acting on a Tee due to the global bending at the centre-

m,Ed
line of the opening

N Design value of the plastic axial resistance of the steel section with opening.

o,pl,Rd
N Design value of axial resistance
pl,Rd
N Design value of the axial force in top Tee
t, Ed
N Compression elastic resistance of the Tee
T,el,Rd
N Compression plastic resistance of the Tee
T,pl,Rd
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N Design value of axial resistance of top Tee
tT,Rd
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 web-post between openings
wp,Ed
N Design value of buckling resistance of web between openings
wp,Rd

Ν Design value of the force applied perpendicular to the plane at angle ϕ to the vertical

ϕ,Ed
around an opening

Ν Design value of tension or compression resistance on the plane at angle ϕ to the

ϕ,Rd
vertical around an opening
no Number of regularly spaced openings along the beam
r Root radius of rolled section
r Radius of opening edge
s Centre to centre spacing of adjacent openings

s Width of end post between the connection and the nearer edge of the first opening

s Effective width of the end-post
e,eff
s Edge-to-edge spacing of openings (= s – a )
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 above the centre of the opening
t Thickness of flange (subscripts b and t
...