FprEN 1993-3
(Main)Eurocode 3 - Design of steel structures - Part 3: Towers, masts and chimneys
Eurocode 3 - Design of steel structures - Part 3: Towers, masts and chimneys
1.1 Scope of FprEN 1993-3
(1) This document provides rules for structural design of towers, masts and chimney structures, that fall into any of the following classifications, with the exceptions given in (3), (4) and (5).
(2) This document is applicable to:
a) self-supporting towers and guyed masts with or without attachments. The shafts of towers and masts can be of lattice type or of circular or polygonal cross-section;
b) chimney structures of circular cross-section that are cantilevered, supported at intermediate levels or guyed.
NOTE 1 The structures are mainly exposed to wind loading.
NOTE 2 For overhead transmission line towers, see also the EN 50341 series.
(3) This document does not apply to:
a) polygonal and circular lighting columns covered by the EN 40 series;
NOTE The EN 40 series specifies the requirements and dimensions for lighting columns and it applies to post top columns not exceeding 20 m height and to post top lanterns and columns with brackets not exceeding 18 m height for side entry lanterns.
b) wind turbine towers (see the EN IEC 61400 series);
c) overhead line towers covered by the EN 50341 series.
(4) This document does not cover special provisions for seismic design, which are given in the EN 1998 series.
(5) Special measures that might be necessary to limit the consequences of accidents are not covered in this document. For resistance to fire, see EN 1993-1-2.
(6) Provisions for the guys of guyed structures are given in EN 1993-1-11 and supplemented in this document.
(7) For provisions concerning aspects such as chemical attack, thermo-dynamical performance or thermal insulation of chimneys, see EN 13084-1. For the design of liners, see EN 13084-6.
NOTE 1 Foundations are covered in the EN 1997 series. See also EN 13084-1.
NOTE 2 Wind loads and procedures for the wind response of structures are specified in EN 1991-1-4.
1.2 Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (all parts) and EN 1993 1 (all parts) apply.
(2) The design methods given in this document are applicable if
- the execution quality is as specified in Annex E and EN 1090-2 and for the execution of chimneys, also in EN 13084-6,
and
- the construction materials and products used are as specified in the relevant parts of the EN 1993 series or, for materials other than steel, in the relevant material and product specifications.
NOTE Execution is covered in this document to the extent that is necessary to indicate the quality of the construction materials and products and the standard of workmanship on site needed to comply with the assumptions of the design rules.
Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 3: Türme, Maste und Schornsteine
1.1 Anwendungsbereich von FprEN 1993-3
(1) Dieses Dokument enthält Regeln für die Tragwerksplanung von Türmen, Masten und Schornsteinen, die in eine der folgenden Klassen eingestuft werden können, mit den Ausnahmen in (3), (4) und (5).
(2) Dieses Dokument ist anwendbar für:
a) freistehende Türme und abgespannte Maste mit oder ohne Anbauten. Die Schäfte von Türmen und Masten können gitterartig sein oder einen runden oder polygonalen Querschnitt besitzen;
b) Schornsteintragwerke mit rundem Querschnitt, die als Kragsystem ausgebildet sind, und die auf unterschiedlichen Ebenen abgestützt sind, oder die abgespannt sind.
ANMERKUNG 1 Die Tragwerke sind hauptsächlich Windbelastungen ausgesetzt.
ANMERKUNG 2 Für Türme von Überlandleitungen siehe auch Normenreihe EN 50341.
(3) Dieses Dokument gilt nicht für:
a) polygonale und runde Lichtmaste, die in Normenreihe EN 40 behandelt werden;
ANMERKUNG Normenreihe EN 40 legt die Anforderungen und Maße für Lichtmaste fest und sie gilt für gerade Maste mit einer Höhe von nicht mehr als 20 m und für Aufsatzleuchten und Auslegermaste mit einer Höhe von nicht mehr als 18 m für Ansatzleuchten.
b) Türme von Windenergieanlagen (siehe Normenreihe EN IEC 61400);
c) Türme von Freileitungen, die in Normenreihe EN 50341 behandelt werden.
(4) Dieses Dokument behandelt keine besonderen Bestimmungen für die Bemessung mit Erdbeben-einwirkungen; diese sind in Normenreihe EN 1998 enthalten.
(5) Besondere Maßnahmen, die notwendig sein können, um die Folgen von Unfällen zu begrenzen, werden nicht in diesem Dokument behandelt. Für die Feuerbeständigkeit siehe EN 1993-1-2.
(6) Bestimmungen für die Abspannseile von abgespannten Tragwerken sind in EN 1993-1-11 angegeben und werden durch dieses Dokument ergänzt.
(7) Für Bestimmungen zu Aspekten wie chemische Beanspruchung, thermodynamisches Verhalten und Wärmedämmung von Schornsteinen siehe EN 13084-1. Für die Bemessung von Innenrohren siehe EN 13084-6.
ANMERKUNG 1 Fundamente werden in Normenreihe EN 1997 behandelt. Siehe auch EN 13084 1.
ANMERKUNG 2 Windlasten und Verfahren zur Bestimmung der Tragwerksreaktion bei Windeinwirkung sind in EN 1991 1 4 festgelegt.
1.2 Voraussetzungen
(1) Sofern nicht ausdrücklich etwas anderes angegeben ist, gelten EN 1990, EN 1991 (alle Teile), EN 1993 1 (alle Teile).
(2) Die in diesem Dokument angegebenen Bemessungsverfahren sind anwendbar, wenn
- die Qualität der Ausführung den Festlegungen in Anhang E und EN 1090 2, und für die Ausführung von Schornsteinen auch den Festlegungen in EN 13084-6 entspricht,
und
- die verwendeten Baustoffe und -produkte den Festlegungen in den zutreffenden Teilen von Normenreihe EN 1993 entsprechen oder, im Fall von anderen Baustoffen als Stahl, den zutreffenden Material- und Produktspezifikationen entsprechen.
ANMERKUNG Die Bauausführung wird in diesem Dokument nur soweit behandelt, dass die erforderliche Qualität der eingesetzten Baustoffe und Bauprodukte und die Ausführungsqualität auf der Baustelle festgelegt werden können, um die den Bemessungsregeln zugrunde liegenden Voraussetzungen zu erfüllen.
Eurocode 3 - Calcul des structures en acier - Partie 3 : Tours, mâts et cheminées
1.1 Domaine d’application du FprEN 1993-3
(1) Le présent document définit les règles de calcul applicables aux pylônes, aux mâts et aux cheminées qui entrent dans l'une des classifications suivantes, sous réserve des exceptions mentionnées en (3), (4) et (5).
(2) Le présent document est applicable aux :
a) pylônes autoportants et mâts haubanés avec ou sans attaches. Les fûts des pylônes et des mâts peuvent être en treillis ou de section circulaire ou polygonale ;
b) structures de cheminées de section circulaire en porte-à-faux, soutenues à des niveaux intermédiaires ou haubanées.
NOTE 1 Les structures sont principalement exposées aux charges du vent.
NOTE 2 Pour les pylônes de lignes aériennes de transmission, voir également la série EN 50341.
(3) Le présent document ne s'applique pas aux :
a) candélabres polygonaux et circulaires couverts par la série EN 40 ;
NOTE La série EN 40 spécifie les exigences et les dimensions des candélabres ; elle s'applique aux candélabres droits dont la hauteur ne dépasse pas 20 m ainsi qu'aux lanternes sur poteaux et aux candélabres avec crosses dont la hauteur ne dépasse pas 18 m pour les lanternes à entrée latérale.
b) pylônes d'éoliennes (voir la série EN IEC 61400) ;
c) pylônes de lignes aériennes couverts par la série EN 50341.
(4) Le présent document ne concerne pas les dispositions spéciales applicables à la conception sismique, qui figurent dans la série EN 1998.
(5) Les mesures spéciales qui pourraient être nécessaires à la réduction des conséquences des accidents ne sont pas traitées dans le présent document. Pour la résistance au feu, voir l'EN 1993-1-2.
(6) Les dispositions relatives aux haubans sont données dans l'EN 1993 1 11 et complétées dans le présent document.
(7) Pour les dispositions concernant des aspects tels que l'attaque chimique, la performance thermodynamique ou l'isolation thermique des cheminées, voir l'EN 13084 1. Pour le calcul des conduits, voir l'EN 13084 6.
NOTE 1 Les fondations sont traitées dans la série EN 1997. Voir également l'EN 13084 1.
NOTE 2 Les charges du vent et les procédures relatives à la réponse des structures au vent sont spécifiées dans l'EN 1991 1 4.
1.2 Hypothèses
(1) Sauf indication contraire, l'EN 1990, l'EN 1991 (toutes les parties) et l'EN 1993-1 (toutes les parties) s'appliquent.
(2) Les méthodes de calcul données dans le présent document sont applicables si :
- la qualité d'exécution est conforme aux spécifications de l'Annexe E et de l'EN 1090-2 et, pour l'exécution des cheminées, de l'EN 13084-6 ;
et
- les matériaux et produits de construction utilisés sont conformes aux parties pertinentes de la série EN 1993 ou, pour les matériaux autres que l'acier, aux spécifications pertinentes applicables aux matériaux et aux produits.
NOTE L'exécution est traitée dans le présent document dans la mesure nécessaire à la définition des qualités de matériaux de construction et de produits, et à la définition de la qualité d'exécution sur chantier requise conformément aux hypothèses des règles de calcul.
Evrokod 3 - Projektiranje jeklenih konstrukcij - 3. del: Stolpi, jambori in dimniki
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
oSIST prEN 1993-3:2024
01-junij-2024
Evrokod 3 - Projektiranje jeklenih konstrukcij - 3. del: Stolpi, jambori in dimniki
Eurocode 3 - Design of steel structures - Part 3: Towers, masts and chimneys
Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 3: Türme, Maste und
Schornsteine
Eurocode 3 - Calcul des structures en acier - Partie 3 : Tours, mâts et cheminées
Ta slovenski standard je istoveten z: prEN 1993-3
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.060.40 Dimniki, jaški, kanali Chimneys, shafts, ducts
91.080.13 Jeklene konstrukcije Steel structures
oSIST prEN 1993-3:2024 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
oSIST prEN 1993-3:2024
oSIST prEN 1993-3:2024
DRAFT
EUROPEAN STANDARD
prEN 1993-3
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2024
ICS 91.010.30; 91.080.13 Will supersede EN 1993-3-1:2006, EN 1993-3-2:2006
English Version
Eurocode 3 - Design of steel structures - Part 3: Towers,
masts and chimneys
Eurocode 3 - Calcul des structures en acier - Partie 3 : Eurocode 3 - Bemessung und Konstruktion von
Tours, mâts et cheminées Stahlbauten - Teil 3: Türme, Maste und Schornsteine
This draft European Standard is submitted to CEN members for enquiry. It has been drawn up by the Technical Committee
CEN/TC 250.
If this draft becomes a European Standard, CEN members are bound to comply with the CEN/CENELEC Internal Regulations
which stipulate the conditions for giving this European Standard the status of a national standard without any alteration.
This draft European Standard was established by CEN in three official versions (English, French, German). A version in any other
language made by translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC
Management Centre has the same status as the official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway,
Poland, Portugal, Republic of North Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and
United Kingdom.
Recipients of this draft are invited to submit, with their comments, notification of any relevant patent rights of which they are
aware and to provide supporting documentation.
Warning : This document is not a European Standard. It is distributed for review and comments. It is subject to change without
notice and shall not be referred to as a European Standard.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels
© 2024 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 1993-3:2024 E
worldwide for CEN national Members.
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Contents Page
European foreword . 5
0 Introduction . 6
1 Scope . 9
2 Normative references . 10
3 Terms, definitions and symbols . 10
3.1 Terms and definitions . 10
3.2 Symbols . 14
3.2.1 General . 14
3.2.2 Latin upper-case letters . 14
3.2.3 Latin lower-case letters . 15
3.2.4 Greek upper-case symbols . 16
3.2.5 Greek lower-case symbols . 16
3.3 Convention for cross-section axes . 17
4 Basis of design . 17
4.1 General rules . 17
4.2 Actions and environmental influences . 18
4.2.1 Permanent actions . 18
4.2.2 Variable actions . 18
4.2.3 Other actions . 20
4.3 Ultimate limit state verifications . 21
4.4 Design assisted by testing . 21
5 Materials . 21
5.1 Structural steel . 21
5.1.1 General . 21
5.1.2 Material properties . 21
5.2 Connection devices . 21
5.3 Guys and fittings . 21
6 Durability . 21
6.1 General . 21
6.2 Corrosion . 22
6.3 Corrosion allowance for chimneys . 22
6.3.1 External corrosion allowance . 22
6.3.2 Internal corrosion allowance . 23
6.4 Guys . 23
7 Structural analysis . 23
7.1 Modelling for determining action effects . 23
7.1.1 General . 23
7.1.2 Chimneys . 24
7.2 Modelling of connections . 24
7.3 Imperfections . 25
7.4 Analysis of the structural shell . 25
8 Ultimate limit states . 26
8.1 General . 26
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8.2 Resistance of cross-sections and members . 27
8.2.1 General . 27
8.2.2 Special provisions for angle sections and members . 27
8.2.3 Special provisions for members with polygonal sections . 28
8.2.4 Special provisions for structural shells . 28
8.3 Joints. 30
8.3.1 General . 30
8.3.2 Bolted flange plate joint configurations . 30
8.3.3 Connection of the main structure to the foundation or supporting structure . 32
8.3.4 Special connections . 33
9 Serviceability limit states . 35
9.1 Basis. 35
9.2 Deflections and rotations . 35
9.2.1 Requirements . 35
9.2.2 Limiting values of deflection . 35
9.3 Vibrations . 36
9.3.1 Requirements . 36
9.3.2 Limiting values . 36
10 Fatigue . 36
10.1 General . 36
10.2 Fatigue loading . 37
10.2.1 In-line vibrations . 37
10.2.2 Global effects of cross-wind vibrations . 37
10.2.3 Individual member response . 37
10.3 Safety assessment . 38
Annex A (normative) Dampers including aerodynamic measures . 39
A.1 Use of this Annex . 39
A.2 Scope and field of application . 39
A.3 General . 39
A.4 Vibration absorbers . 39
A.5 Aerodynamic damping measures . 40
A.6 Design of dampers assisted by testing . 41
Annex B (normative) Guys, insulators, ancillaries and other items . 42
B.1 Use of this annex . 42
B.2 Scope . 42
B.3 Guys . 42
B.4 Insulators. 43
B.5 Ancillaries and other items . 43
Annex C (normative) Buckling of components of towers and masts. 44
C.1 Use of this annex . 44
C.2 Scope and field of application . 44
C.3 Buckling resistance of compression members . 44
C.4 Effective slenderness factor K . 45
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C.5 Leg members . 49
C.6 Bracing members . 50
C.7 Notional forces for bracing members . 58
C.8 Shell structures . 59
Annex D (normative) Guy rupture . 60
D.1 Use of this Annex . 60
D.2 Scope and field of application . 60
D.3 General . 60
D.4 Analysis during guy rupture . 60
D.5 Analysis after a guy rupture . 63
Annex E (normative) Execution . 64
E.1 Use of this annex . 64
E.2 Scope and field of application . 64
E.3 General . 64
E.4 Bolted connections . 64
E.5 Welded connections . 65
E.6 Tolerances . 65
E.7 Pre-stretching of guys . 66
Annex F (informative) Supplementary rules for the resistance of equal leg angle sections
and built-up members . 67
F.1 Use of this Annex . 67
F.2 Scope and field of application . 67
F.3 Special provisions for equal leg angle section members . 67
F.4 Special provisions for closely spaced built-up members . 72
Bibliography . 76
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European foreword
This document (prEN 1993-2:2024) 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 document is currently submitted to the CEN Enquiry.
This document will supersede EN 1993-3-1:2006, EN 1993-3-2:2006 and their 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.
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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
(1) EN 1993 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.
(2) EN 1993 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.
(3) 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;
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EN 1993-6, Design of Steel Structures — Part 6: Crane supporting structures;
EN 1993-7, Design of steel structures — Part 7: Sandwich panels.
(4) 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.
(5) 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.
(6) 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 them.
0.3 Introduction to EN 1993-3
EN 1993-3 describes the principles and application rules for the safety, serviceability and durability of
steel structures for towers, masts and chimneys.
EN 1993-3 gives design rules in supplement to the generic rules in the EN 1993-1 series.
EN 1993-3 is intended to be used with EN 1990, the EN 1991 series and the parts of EN 1992 to EN 1998
when steel structures or steel components for towers and masts, chimneys are referred to.
Matters that are already covered in those documents are not repeated.
EN 1993-3 is intended for use by
— committees drafting design related product, testing and execution standards,
— clients (e.g. for the formulation of their specific requirements),
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— designers and constructors,
— relevant authorities.
Numerical values for partial factors and other reliability parameters in EN 1993-3 are recommended as
basic values that provide an acceptable level of reliability. They have been selected assuming that an
appropriate level of workmanship and quality management applies.
Provisions have been included to allow for the possible use of a different partial factor for resistance in
the case of those structures or elements the design of which has been the subject of an agreed type testing
programme.
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.
0.5 National Annex for EN 1993-3
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 1993-3 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 1993-3 through notes to the following clauses:
4.1(3) 4.2.3(2) 6.3.1(2) 7.2(4)
7.4(4) 8.1(1) 8.2.4.1(7) 8.3.1(2)
8.3.3(2) 8.3.4.2(2) 10.3(5) B.3.2(3)
B.3.3(3) B.5.1(1) B.5.2(3) B.5.3(1)
B.5.4(1) C.3(3) C.5(8) D.5(2)
E.4(5) E.6.2.1(1) E.6.2.2(3)
National choice is allowed in EN 1993-3 on the application of the following informative annex:
Annex F
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) This document provides rules for structural design of towers, masts and chimney structures, that fall
into any of the following classifications, with the exceptions given in (3), (4) and (5).
(2) This document is applicable to:
a) self-supporting towers and guyed masts with or without attachments. The shafts of towers and masts
can be of lattice type or of circular or polygonal cross-section.
b) chimney structures of circular cross-section that are cantilevered, supported at intermediate levels
or guyed.
NOTE 1 The structures are mainly exposed to wind loading.
NOTE 2 For overhead transmission line towers see also the EN 50341 series.
(3) This document does not apply to:
a) polygonal and circular lighting columns covered by the EN 40 series;
NOTE The EN 40 series specifies the requirements and dimensions for lighting columns and it applies to post
top columns not exceeding 20 m height and to post top lanterns and columns with brackets not exceeding 18 m
height for side entry lanterns.
b) wind turbine towers (see the EN 61400 series)
c) overhead line towers covered by the EN 50341 series.
(4) This document does not cover special provisions for seismic design, which are given in the EN 1998
series.
(5) Special measures that might be necessary to limit the consequences of accidents are not covered in
this document. For resistance to fire, see EN 1993-1-2.
(6) Provisions for the guys of guyed structures are given in EN 1993-1-11 and supplemented in this
document.
(7) For provisions concerning aspects such as chemical attack, thermo-dynamical performance or
thermal insulation of chimneys see EN 13084-1. For the design of liners see EN 13084-6.
NOTE 1 Foundations are covered in the EN 1997 series. See also EN 13084-1.
NOTE 2 Wind loads and procedures for the wind response of structures are specified in EN 1991-1-4.
Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (relevant parts) and EN 1993-1 (relevant parts) apply.
(2) The design methods given in this document are applicable if
— the execution quality is as specified in Annex E and EN 1090-2 and for the execution of chimneys,
also in EN 13084-6,
and
— the construction materials and products used are as specified in the relevant parts of the EN 1993
series or, for materials other than steel, in the relevant material and product specifications.
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NOTE Execution is covered in this document to the extent that is necessary to indicate the quality of the
construction materials and products and the standard of workmanship on site needed to comply with the
assumptions of the design rules.
2 Normative references
The following documents are referred to in the text in such a way that some or all of their content
constitutes requirements of this document. For dated references, only the edition cited applies. For
undated references, the latest edition of the referenced document (including any amendments) applies.
NOTE See the Bibliography for a list of other documents cited that are not normative references, including those
referenced as recommendations (i.e. through ‘should’ clauses) and permissions (i.e. through ‘may’ clauses).
EN 1090-2, Execution of steel structures and aluminium structures — Part 2: Technical requirements for
steel structures
EN 1090-4, Execution of steel structures and aluminium structures — Part 4: Technical requirements for
cold-formed structural steel elements and cold-formed structures for roof, ceiling, floor and wall
applications
EN 1990:2023, Eurocode — Basis of structural and geotechnical design
EN 1991 (all parts), Eurocode 1 — Actions on structures
EN 1993 (all parts), Eurocode 3 — Design of steel structures
EN 13084-9, Free-standing chimneys — Part 9: Lifetime management — Monitoring, inspection,
maintenance, remedial and reporting; Operations and actions required
EN ISO 5817:2023, Welding — Fusion-welded joints in steel, nickel, titanium and their alloys (beam welding
excluded) — Quality levels for imperfections (ISO 5817:2023)
3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this document, the terms in EN 1990 and EN 1993-1-1 and the following terms apply.
3.1.1
aerodynamic measures
surface features to forestall coordinated vortex shedding that could generate intolerable resonant
oscillation
Note 1 to entry: Aerodynamic measures can be spoiler, helical strakes, shrouds or slats.
3.1.2
anchor bolt
bolt for the connection of the structure to the foundation
3.1.3
base plate
horizontal plate fixed to the base of a structural shell or shaft or leg
As impacted by EN 1990:2023/prA1:2024
oSIST prEN 1993-3:2024
prEN 1993-3:2024 (E)
3.1.4
chimney
construction work or building component that conducts waste gases, or other flue gases, supply or
exhaust air to the atmosphere
Note 1 to entry: See also EN 13084-1. Where the term “chimney” is used in this standard, only the loadbearing
part (structural shell) is meant.
3.1.5
damper
device that supplements the structural damping and thus limits the response of a structure or of a guy
Note 1 to entry: This definition of damper refers to a vibration damper, which is different from a flow damper
that is an internal gas flow regulation device in liners.
3.1.6
discrete ancillary item
any non-structural component that is concentrated within a short vertical distance, such as dish
reflectors, aerials, lighting, platforms, handrails, insulators and other items
3.1.7
double-wall chimney
chimney consisting of an outer steel structural shell and one inner liner which carries the flue gases
3.1.8
flanges
plate welded transverse to the member to enable connection to other members using bolts
Note 1 to entry: Flanges are used both between structural sections and in liners and the flanges are in contact
with each other. For chimneys the term “flange” is referred to as “junction flange” in the EN 13084 series.
3.1.9
global analysis
determination of a consistent set of internal forces and moments in a structure, that are in equilibrium
with a particular set of actions on the structure
3.1.10
guy
tension-only member providing lateral support in conjunction with two or more counterparts at the same
level
Note 1 to entry: Guys are also known as stay. One guy with a termination at each end constitutes a guy assembly.
The lower end of the guy assembly is anchored to the ground or on a structure and generally incorporates a means
of adjusting the tension in the guy. Specific definitions of guys, their make-up and fittings, are specified in Annex B.
3.1.11
guyed structure
steel structure stabilized at discrete intervals in its height by guys that are anchored to the ground or to
a permanent structure
Note 1 to entry: The shaft of a guyed structure can be of lattice type or of circular or polygonal closed cross-
section.
oSIST prEN 1993-3:2024
prEN 1993-3:2024 (E)
3.1.12
initial guy tension
tension in the guy at its anchorage to the ground, in the absence of meteorological actions and at an agreed
reference temperature
3.1.13
leg members
steel members forming the main load-bearing components of the lattice structure
3.1.14
linear ancillary item
any non-structural components that extend over several panels, such as waveguides, feeders, ladders and
pipework
3.1.15
liner
element supporting the lining system, contained within the structural shell
3.1.16
lining system
total system separating the flue gases from the structural shell in a chimney
Note 1 to entry: This comprises a liner and its supports, the space between the liner and structural shell and
insulation, where existing.
3.1.17
local analysis
structural analysis of a part of the structure, including fatigue analysis
3.1.18
mast
guyed steel structure
3.1.19
multi-flue chimney
group of two or more chimneys structurally interconnected or a group of two or more liners within a
structural shell
3.1.20
panel (of a tower or mast)
any convenient portion of a lattice tower or mast of lattice type that is subdivided vertically for the
purpose of determining projected areas and wind drag
Note 1 to entry: Panels are typically, but not necessarily, taken between intersections of legs and primary
bracings.
3.1.21
primary bracing members
members other than legs, carrying forces due to the loads imposed on the lattice structure
oSIST prEN 1993-3:2024
prEN 1993-3:2024 (E)
3.1.22
projected area
area of the element considered, when projected on to a plane normal to the wind direction considered,
including ice where relevant
Note 1 to entry: For wind blowing other than normal to one face of the structure, a reference face is used for the
projected area (see prEN 1991-1-4:2024, Annex E).
3.1.23
secondary bracing members
members used to reduce the buckling lengths of other lattice members
3.1.24
self-supported structure
cantilevered steel structure whose supporting shaft is not connected with any other construction above
the base level
3.1.25
shaft
vertical steel structure of a tower or a mast, which can be of lattice type with triangular, square or
rectangular cross-section or of closed circular or polygonal cross-section (monopole)
3.1.26
single-wall chimney
chimney whose structural shell also conducts the flue gases
Note 1 to entry: It can be fitted with thermal insulation and/or internal lining. The term can also refer to a
chimney with a liner that conducts the flue gases and a surrounding lattice structure.
3.1.27
structural shell
main load-bearing steel structure of a chimney, excluding any flanges (referred to as “windshield” in the
EN 13084 series)
3.1.28
tower
self-supported cantilevered steel structure
3.1.29
wind drag
resistance to the flow of wind offered by the elements of a tower, mast or chimney and any ancillary items
that it supports, given by the product of the drag coefficient and the reference projected area
oSIST prEN 1993-3:2024
prEN 1993-3:2024 (E)
3.2 Symbols
3.2.1 General
(1) In addition to those symbols given in EN 1993-1-1, the following symbols apply.
(2) Further symbols are defined where they first occur.
3.2.2 Latin upper-case letters
factor accounting for the bending moment diagram for the calculation of the elastic
C
critical moment for lateral torsional buckling
C , C equivalent uniform moment factors
u v
D diameter of structure
F force
h,Ed
F dynamic force
h,dyn,Ed
F static force
h,stat,Ed
F design tension resistance of a bolt
t,Rd
H height of structure
I moment of inertia of the effective part of the packing plate
pp
I moment of inertia about the v-v axis
v
I moment of inertia about the v-v axis of one chord of the built-up section
v,ch
K effective slenderness factor
K modification factor for horizontal members of K- and X-brace without plan bracing
L length of diagonal member
d
L length of horizontal member
h
L critical system length
o
M design bending moment
j,Ed
M design moment resistance
j,Rd
M characteristic value of the resistance to bending moment about u-u axis
u,Rk
M characteristic value of the resistance to bending moment about v-v axis
v,Rk
N axial compression force
c
N design compressive resistance
c,Rd
N elastic critical axial force for built-up sections accounting for the shear stiffness
cr,Sv
N design value of the axial force
j,Ed
N design axial resistance
j,Rd
N axial tension force
t
N design tension resistance
t,Rd
N design tension resistance of bolts
t,b,Rd
N design tension resistance from bending of the flange
t,f,Rd
oSIST prEN 1993-3:2024
prEN 1993-3:2024 (E)
force in the tower leg member at height z due to mean-wind load (see
P (z)
m,W
prEN 1991-1-4:2024, J.2.2.3(1))
force in the tower leg member at height z due to along-wind gust buffeting (see
P (z)
t,W
prEN 1991-1-4:2024, J.2.2.3(1))
R radius to centre of ring flange bolt holes
b
R radius of ring flange outer edge
f
R average radius of shell
m
total effective load effect of the patch loads for masts (see prEN 1991-1-4:2024,
S
P
J.3.3.2.4(3))
T design life of the structure in years
life
W section modulus for bending about u-u axis
u
W effective section modulus for bending about u-u axis
eff,u
W elastic section modulus for bending about u-u axis
el,u
W section modulus for bending about v-v axis
v
W effective section modulus for bending about v-v axis
eff,v
W elastic section modulus for bending about v-v axis
el,v
3.2.3 Latin lower-case letters
width of compression leg
b
c external corrosion allowance
ext
c internal corrosion allowance
int
e eccentricity
f yield strength of flange
y,f
h pitch of strakes
s
i radius of gyration about the v-v axis
v
k factor to increase the tensile stresses of shells calculated with beam theory
b
coefficient to calculate the design tension resistance of a bolted circular flange
k
connection
coefficient to calculate the design tension resistance of a bolted circular flange
k
connection
k , k , k , k interaction factors for angle section members in bending and axial compression
uu vu vu vv
l length of strakes
s
m negative inverse slope of the fatigue strength curve
m plastic bending moment resistance of the flange
pl,Rd
m circumferential bending moments per unit length
y
p percentage of the axial force
q peak wind pressure
p
r radius of the convex part of the bearing
oSIST prEN 1993-3:2024
prEN 1993-3:2024 (E)
r radius of the concave part of the bearing
t ring flange thickness
f
t depth of strakes
s
u deflection
u dynamic deflection
dyn
u static deflection
stat
3.2.4 Greek upper-case symbols
Δσ reference value of fatigue strength at N = 2 × 10 stress cycles
C C
Δσ stress range associated to N cycles
E
θ auxiliary angle in spherical pinned connections
θ auxiliary a
...
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