EN 1993-3-1:2006

Eurocode 3 - Design of steel structures - Part 3-1: Towers, masts and chimneys - Towers and masts

(1)   This Part 3.1 of EN 1993 applies to the structural design of lattice towers and guyed masts and to the structural design of this type of structures supporting prismatic, cylindrical or other bluff elements.  Provisions for self-supporting and guyed cylindrical towers and chimneys are given in Part 3.2 of EN 1993.  Provisions for the guys of guyed structures, including guyed chimneys, are given in EN 1993-1-11 and supplemented in this Part.
(2)   The provisions in this Part of EN 1993 supplement those given in Part 1.
(3)   Where the applicability of a provision is limited, for practical reasons or due to simplifications, its use is explained and the limits of applicability are stated.
(4)   This Part does not cover the design of polygonal and circular lighting columns, which is covered in EN 40.  Lattice polygonal towers are not covered in this Part.  Polygonal plated columns (monopoles) may be designed using this Part for their loading.  Information on the strength of such columns may be obtained from EN 40.
(5)   This Part does not cover special provisions for seismic design, which are given in EN 1998-3.
(6)   Special measures that might be necessary to limit the consequences of accidents are not covered in this Part.  For resistance to fire, reference should be made to EN 1993 1 2.
(7)   For the execution of steel towers and masts, reference should be made to EN 1090.
NOTE:  Execution is covered to the extent that is necessary to indicate the quality of the construction materials and products that should be used 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 3-1: Türme, Maste und Schornsteine - Türme und Maste

1.1.1   Anwendungsbereich von Eurocode 3
Siehe EN 1993 1 1, 1.1.1.
1.1.2   Anwendungsbereich von Eurocode 3  Teil 3.1
(1)   EN 1993-3-1 regelt die Bemessung und Konstruktion von Gittermasten und abgespannten Masten und ähnlicher Konstruktionen, die prismatische, zylindrische oder andere sperrige Elemente tragen. Regelungen für freistehende und abgespannte zylindrische Türme und Schornsteine sind in EN 1993 3 2 enthalten. Regelungen für die Seile von abgespannten Tragwerken einschließlich abgespannten Schornsteinen finden sich in EN 1993 1 11 mit Ergänzungen in diesem Normenteil.
(2)   Die Regeln in diesem Teil von EN 1993 gelten in Ergänzung zu denen in EN 1993-1.
(3)   Soweit die Anwendbarkeit einer Regelung aus praktischen Gründen oder aufgrund von Verein¬fachungen eingeschränkt ist, werden deren Anwendungsgrenzen definiert und erläutert.
(4)   Dieser Teil enthält keine Vorschriften für die Bemessung von Lichtmasten mit polygonalem oder kreisförmigem Querschnitt, die in EN 40 behandelt werden. Gittermaste mit polygonalem Gesamtquerschnitt werden in diesem Normenteil nicht behandelt. Für Maste mit aus Blechen geformten polygonalen Quer¬schnitten dürfen die angegebenen Lastansätze verwendet werden. Hinweise zur Festigkeit solcher Maste können EN 40 entnommen werden.
(5)   Dieser Teil enthält keine besonderen Vorschriften für die Bemessung im Hinblick auf Erdbeben; diese sind in EN 1998 3 enthalten.
(6)   Besondere Maßnahmen zur Begrenzung von Unfallfolgen werden in diesem Normenteil nicht behan¬delt. Zum Brandwiderstand wird auf EN 1993 1 2 verwiesen.
(7)   Zur Herstellung und Montage von Türmen und Masten aus Stahl wird auf EN 1090 verwiesen.
ANMERKUNG   Fertigung und Montage werden bis zu einem gewissen Maße behandelt, um die erforderliche Qualität der eingesetzten Werkstoffe und Bauprodukte und die Ausführungsqualität auf der Baustelle festlegen zu können, so dass die den Bemessungsregeln zugrunde liegenden Annahmen eingehalten sind.

Eurocode 3 - Calcul des structures en acier - Partie 3-1: Tours, mâts et cheminées - Pylônes et mâts haubanés

Les Etats Membres de l'UE et de l'AELE reconnaissent que les Eurocodes servent de documents de référence pour les usages suivants :
   comme moyen de prouver la conformité des bâtiments et des ouvrages de génie civil aux exigences essentielles de la Directive du Conseil 89/106/CEE, en particulier à l'Exigence Essentielle N° 1  Stabilité et résistance mécanique  et à l'Exigence Essentielle N° 2  Sécurité en cas d'incendie ;
   comme base de spécification des contrats pour les travaux de construction et les services techniques associés ;
   comme cadre d'établissement de spécifications techniques harmonisées pour les produits de construction (EN et ATE).
Les Eurocodes, dans la mesure où ils concernent les ouvrages eux-mêmes, ont une relation directe avec les Documents Interprétatifs ) visés à l'Article 12 de la DPC, bien qu'ils soient d'une nature différente de celle de la norme harmonisée de produit )  Par conséquent, les aspects techniques résultant des travaux effectués pour les Eurocodes nécessitent d'être pris en considération de façon adéquate par les Comités techniques du CEN et/ou les Groupes de travail de l'EOTA oeuvrant sur les normes de produits en vue d'obtenir une totale compatibilité de ces spécifications techniques avec les Eurocodes.
Les normes Eurocodes fournissent des règles de conception structurale communes d'usage quotidien pour le calcul des structures entières et des produits composants de nature traditionnelle ou innovante. Les formes de construction ou les conceptions inhabituelles ne sont pas spécifiquement couvertes, et il appartiendra en ces cas au concepteur de se procurer des bases spécialisées supplémentaires.

Evrokod 3: Projektiranje jeklenih konstrukcij – 3-1. del: Stolpi, jambori in dimniki - Stolpi in jambori

General Information

• Status: Published
• Publication Date: 24-Oct-2006
• Withdrawal Date: 30-Mar-2010
• ICS: 91.010.30 - Technical aspects
• ICS: 91.080.10 - Metal structures
• 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
• Current Stage: 6060 - Definitive text made available (DAV) - Publishing
• Start Date: 25-Oct-2006
• Completion Date: 25-Oct-2006
• Directive: 305/2011 - Regulation (eu) No 305/2011 of the European Parliament and of the Council of 9 march 2011 laying down harmonised conditions for the marketing of construction products and repealing council directive 89/106/eec
• Directive: 89/106/EEC - Construction products
• Mandate: M/265 - Mandate to CEN for the conversion of the Eurocodes from ENV into EN concerning the structural and geotechnical design of buildings and civil engineering works
• Mandate: M/BC/CEN/89/11 - Framework mandate to CEN on Eurocode work : execution of a standardization programme on Eurocodes for the structural design of building and civil engineering works
• Ref Project: SIST EN 1993-3-1:2007 - Eurocode 3 - Design of steel structures - Part 3-1: Towers, masts and chimneys - Towers and masts

Relations

• Replaces: ENV 1993-3-1:1997 - Eurocode 3: Design of steel structures - Part 3-1: Towers, masts and chimneys - Towers and masts
• Effective Date: 22-Dec-2008
• Corrected By: EN 1993-3-1:2006/AC:2009 - Eurocode 3 - Design of steel structures - Part 3-1: Towers, masts and chimneys - Towers and masts
• Effective Date: 21-Jan-2009
• Revised: FprEN 1993-3 - Eurocode 3 - Design of steel structures - Part 3: Towers, masts and chimneys
• Effective Date: 28-Jan-2023

Overview

EN 1993-3-1:2006 (Eurocode 3 - Part 3-1) provides European rules for the structural design of lattice towers and guyed masts and for such structures that support prismatic, cylindrical or other bluff elements. It supplements the general rules in Eurocode 3 Part 1 and forms the technical basis for safe, durable steel tower and mast design across CEN member states. The Part excludes self-supporting and guyed cylindrical towers/chimneys (covered in EN 1993‑3‑2), polygonal/circular lighting columns (EN 40), seismic provisions (EN 1998‑3) and fire resistance (EN 1993‑1‑2). Execution guidelines refer to EN 1090.

Key topics and technical requirements

EN 1993-3-1 addresses the full design chain for towers and masts with emphasis on practical structural issues:

• Basis of design and limit state principles (ultimate and serviceability).
• Actions and environmental influences: wind, ice loading and combinations, meteorological modelling (informative annexes).
• Structural analysis and modelling of members, connections and guying systems.
• Materials and durability: requirements for structural steel, connections and allowances for corrosion.
• Ultimate limit states: cross‑section and member resistance, buckling and stability checks.
• Serviceability: deflections, rotations and vibration criteria.
• Fatigue: fatigue loading, resistance and partial factors for tower details and guys.
• Guys and ancillaries: design, dampers, insulators, testing and behaviour after guy rupture (normative and informative annexes).
• Execution and workmanship: tolerances, bolted/welded connections and prestretching of guys (informative).
• Specialized annexes on buckling length, slenderness, and modelling of dynamic response of lattice towers and guyed masts.

Practical applications

EN 1993-3-1 is used to design and verify:

• Telecom and broadcast lattice towers and guyed masts supporting antennas and equipment.
• Steel supports for small cylindrical or prismatic attachments (lighting, signage, instruments).
• Utility and transmission masts where wind, ice and fatigue govern design life.
• Retrofit and assessment projects where fatigue, guy rupture scenarios or durability need explicit evaluation.

Who uses this standard

• Structural and civil engineers designing steel towers and masts
• Tower manufacturers, fabricators and erection contractors
• Telecom, broadcasting and utility asset owners and maintenance teams
• National standards bodies and compliance authorities
• Third‑party assessors performing safety, fatigue or post‑accident analyses

Related standards

• EN 1993-1-x (Eurocode 3 general rules)
• EN 1993-3-2 (self-supporting & guyed cylindrical towers/chimneys)
• EN 1993-1-11 (design of guys)
• EN 1998-3 (seismic for towers and masts)
• EN 1993-1-2 (fire design)
• EN 1090 (execution of steel structures)
• EN 40 (lighting columns)

Keywords: EN 1993-3-1:2006, Eurocode 3, design of steel structures, towers and masts, lattice towers, guyed masts, wind loading, fatigue, buckling, structural analysis, EN 1090.

Standards Content (Sample)

SLOVENSKI STANDARD
01-marec-2007
1DGRPHãþD
SIST ENV 1993-3-1:2001
Evrokod 3: Projektiranje jeklenih konstrukcij – 3-1. del: Stolpi, jambori in dimniki -
Stolpi in jambori
Eurocode 3 - Design of steel structures - Part 3-1: Towers, masts and chimneys - Towers
and masts
Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 3-1: Türme, Maste
und Schornsteine - Türme und Maste
Eurocode 3 - Calcul des structures en acier - Partie 3-1: Tours, mâts et cheminées -
Pylônes et mâts haubanés
Ta slovenski standard je istoveten z: EN 1993-3-1:2006
ICS:
91.010.30 7HKQLþQLYLGLNL Technical aspects
91.080.10 Kovinske konstrukcije Metal structures
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

EUROPEAN STANDARD
EN 1993-3-1
NORME EUROPÉENNE
EUROPÄISCHE NORM
October 2006
ICS 91.010.30; 91.080.10 Supersedes ENV 1993-3-1:1997
English Version
Eurocode 3 - Design of steel structures - Part 3-1: Towers,
masts and chimneys - Towers and masts
Eurocode 3 - Calcul des structures en acier - Partie 3-1: Eurocode 3 - Bemessung und Konstruktion von
Tours, mâts et cheminées - Pylônes et mâts haubannés Stahlbauten - Teil 3-1: Türme, Maste und Schornsteine -
Türme und Maste
This European Standard was approved by CEN on 9 January 2006.
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 Central Secretariat 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 Central Secretariat has the same status as the official
versions.
CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France,
Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania,
Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: rue de Stassart, 36  B-1050 Brussels
© 2006 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1993-3-1:2006: E
worldwide for CEN national Members.

Contents
1 General.9
1.1 Scope.9
1.2 Normative references .9
1.3 Assumptions.10
1.4 Distinction between principles and application rules.10
1.5 Terms and definitions.10
1.6 Symbols.11
1.7 Convention for cross section axes.12
2 Basis of design.13
2.1 Requirements.13
2.2 Principles of limit state design .14
2.3 Actions and environmental influences .14
2.4 Ultimate limit state verifications.15
2.5 Design assisted by testing .15
2.6 Durability .15
3 Materials .16
3.1 Structural steel.16
3.2 Connections.16
3.3 Guys and fittings .16
4 Durability.16
4.1 Allowance for corrosion.16
4.2 Guys .16
5 Structural analysis.17
5.1 Modelling for determining action effects.17
5.2 Modelling of connections.17
6 Ultimate limit states .18
6.1 General .18
6.2 Resistance of cross sections .18
6.3 Resistance of members.18
6.4 Connections.20
6.5 Special connections for masts .21
7 Serviceability limit states.23
7.1 Basis.23
7.2 Deflections and rotations.23
7.3 Vibrations.23
8 Design assisted by testing.24
9 Fatigue.24
9.1 General .24
9.2 Fatigue loading.24
9.3 Fatigue resistance.25
9.4 Safety assessment.25
9.5 Partial factors for fatigue.25
9.6 Fatigue of guys.25
Annex A [normative] – Reliability differentiation and partial factors for actions.26
A.1 Reliability differentiation for masts and towers.26

A.2 Partial factors for actions.26
Annex B [informative] – Modelling of meteorological actions .27
B.1 General .27
B.2 Wind force.28
B.3 Response of lattice towers.40
B.4 Response of guyed masts .45
Annex C [informative] – Ice loading and combinations of ice with wind.53
C.1 General .53
C.2 Ice loading.53
C.3 Ice weight.54
C.4 Wind and ice .54
C.5 Asymmetric ice load .54
C.6 Combinations of ice and wind.55
Annex D [normative] – Guys, dampers, insulators, ancillaries and other items .56
D.1 Guys .56
D.2 Dampers .56
D.3 Insulators.57
D.4 Ancillaries and other items.57
Annex E [informative] – Guy rupture .59
E.1 Introduction.59
E.2 Simplified analytical model .59
E.3 Conservative procedure.60
E.4 Analysis after a guy rupture .61
Annex F [informative] – Execution.62
F.1 General .62
F.2 Bolted connections.62
F.3 Welded connections .62
F.4 Tolerances .62
F.5 Prestretching of guys.63
Annex G [informative] – Buckling of components of masts and towers.64
G.1 Buckling resistance of compression members .64
G.2 Effective slenderness factor k .64
Annex H [informative] – Buckling length and slenderness of members .70
H.1 General .70
H.2 Leg members.70
H.3 Bracing members .71
H.4 Secondary bracing members .78
H.5 Shell structures.79

Foreword
This European Standard EN 1993-3-1, Eurocode 3: Design of steel structures: Part 3.1: Towers, masts and
chimneys – Towers and masts, has been prepared by Technical Committee CEN/TC250 « Structural
Eurocodes », the Secretariat of which is held by BSI. CEN/TC250 is responsible for all Structural Eurocodes.

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 April 2007 and conflicting National Standards shall be withdrawn
at latest by March 2010.
This Eurocode supersedes ENV 1993-3-1.

According to the CEN-CENELEC Internal Regulations, the National Standard Organizations of the
following countries are bound to implement this European Standard: Austria, Belgium, Cyprus, Czech
Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia,
Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain,
Sweden, Switzerland and United Kingdom.

Background of the Eurocode programme

In 1975, the Commission of the European Community decided on an action programme in the field of
construction, based on article 95 of the Treaty. The objective of the programme was the elimination of
technical obstacles to trade and the harmonisation of technical specifications.

Within this action programme, the Commission took the initiative to establish a set of harmonised technical
rules for the design of construction works which, in a first stage, would serve as an alternative to the national
rules in force in the Member States and, ultimately, would replace them.

For fifteen years, the Commission, with the help of a Steering Committee with Representatives of Member
States, conducted the development of the Eurocodes programme, which led to the first generation of
European codes in the 1980s.
In 1989, the Commission and the Member States of the EU and EFTA decided, on the basis of an agreement
between the Commission and CEN, to transfer the preparation and the publication of the Eurocodes to the
CEN through a series of Mandates, in order to provide them with a future status of European Standard (EN).
This links de facto the Eurocodes with the provisions of all the Council’s Directives and/or Commission’s
Decisions dealing with European standards (e.g. the Council Directive 89/106/EEC on construction products
– CPD – and Council Directives 93/37/EEC, 92/50/EEC and 89/440/EEC on public works and services and
equivalent EFTA Directives initiated in pursuit of setting up the internal market).

The Structural Eurocode programme comprises the following standards generally consisting of a number of
Parts:
EN 1990 Eurocode 0: Basis of structural 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

Agreement between the Commission of the European Communities and the European Committee for Standardisation
(CEN) concerning the work on EUROCODES for the design of building and civil engineering works
(BC/CEN/03/89).
EN 1998 Eurocode 8: Design of structures for earthquake resistance
EN 1999 Eurocode 9: Design of aluminium structures

Eurocode standards recognise the responsibility of regulatory authorities in each Member State and have
safeguarded their right to determine values related to regulatory safety matters at national level where these
continue to vary from State to State.

Status and field of application of Eurocodes

The Member States of the EU and EFTA recognise that Eurocodes serve as reference documents for the
following purposes :
– as a means to prove compliance of building and civil engineering works with the essential requirements
of Council Directive 89/106/EEC, particularly Essential Requirement N°1 - Mechanical resistance and
stability - and Essential Requirement N°2 - Safety in case of fire;
– as a basis for specifying contracts for construction works and related engineering services;
– as a framework for drawing up harmonised technical specifications for construction products (ENs and
ETAs)
The Eurocodes, as far as they concern the construction works themselves, have a direct relationship with the
Interpretative Documents referred to in Article 12 of the CPD, although they are of a different nature from
harmonised product standard . Therefore, technical aspects arising from the Eurocodes work need to be
adequately considered by CEN Technical Committees and/or EOTA Working Groups working on product
standards with a view to achieving a full compatibility of these technical specifications with the Eurocodes.

The Eurocode standards provide common structural design rules for everyday use for the design of whole
structures and component products of both a traditional and an innovative nature. Unusual forms of
construction or design conditions are not specifically covered and additional expert consideration will be
required by the designer in such cases.

National Standards implementing Eurocodes

The National Standards implementing Eurocodes will comprise the full text of the Eurocode (including any
annexes), as published by CEN, which may be preceded by a National title page and National foreword, and
may be followed by a National annex (informative).

The National Annex (informative) may only contain information on those parameters which are left open in
the Eurocode for national choice, known as Nationally Determined Parameters, to be used for the design of
buildings and civil engineering works to be constructed in the country concerned, i.e. :
– values for partial factors and/or classes where alternatives are given in the Eurocode,
– values to be used where a symbol only is given in the Eurocode,
– geographical and climatic data specific to the Member State, e.g. snow map,
– the procedure to be used where alternative procedures are given in the Eurocode,
– references to non-contradictory complementary information to assist the user to apply the Eurocode.

According to Art. 3.3 of the CPD, the essential requirements (ERs) should be given concrete form in interpretative
documents for the creation of the necessary links between the essential requirements and the mandates for hENs and
ETAGs/ETAs.
According to Art. 12 of the CPD the interpretative documents should :
a) give concrete form to the essential requirements by harmonising the terminology and the technical bases and
indicating classes or levels for each requirement where necessary ;
b) indicate methods of correlating these classes or levels of requirement with the technical specifications, e.g.
methods of calculation and of proof, technical rules for project design, etc. ;
c) serve as a reference for the establishment of harmonised standards and guidelines for European technical
approvals.
The Eurocodes, de facto, play a similar role in the field of the ER 1 and a part of ER 2.

Links between Eurocodes and product harmonized technical specifications (ENs
and ETAs)
There is a need for consistency between the harmonised technical specifications for construction products
and the technical rules for works . Furthermore, all the information accompanying the CE Marking of the
construction products which refer to Eurocodes should clearly mention which Nationally Determined
Parameters have been taken into account.

Additional information specific to EN 1993-3-1 and EN 1993-3-2

EN 1993-3 is the third part of six parts of EN 1993 - Design of Steel Structures - and describes the principles
and application rules for the safety and serviceability and durability of steel structures for towers and masts
and chimneys. Towers and masts are dealt with in Part 3-1; chimneys are treated in Part 3-2.

EN 1993-3 gives design rules in supplement to the generic rules in EN 1993-1.

EN 1993-3 is intended to be used with Eurocodes EN 1990 - Basis of design, EN 1991 - Actions on
structures and the parts 1 of EN 1992 to EN 1998 when steel structures or steel components for towers and
masts and 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);
– 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.

Annex B of EN 1993-3-1 has been prepared to supplement the provisions of EN 1991-1-4 in respect of wind
actions on lattice towers and guyed masts or guyed chimneys.

As far as overhead line towers are concerned all matters related to wind and ice loading, loading
combinations, safety matters and special requirements (such as for conductors, insulators, clearance, etc.) are
covered by the CENELEC Code EN 50341, that can be referred to for the design of such structures.

The strength requirements for steel members given in this Part may be considered as 'deemed to satisfy',
rules to meet the requirements of EN 50341 for overhead line towers, and may be used as alternative criteria
to the rules given in that Standard.
Part 3.2 has been prepared in collaboration with Technical Committee CEN/TC 297: Free standing
chimneys.
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.
See Art.3.3 and Art.12 of the CPD, as well as clauses 4.2, 4.3.1, 4.3.2 and 5.2 of ID 1.

National Annex for EN 1993-3-1

This standard gives alternative procedures, values and recommendations for classes with notes indicating
where national choices may have to be made. Therefore the National Standard implementing EN 1993-3-1
should have a National Annex containing all Nationally Determined Parameters to be used for the design of
buildings and civil engineering works to be constructed in the relevant country.

National choice is allowed in EN 1993-3-1 through paragraphs:
– 2.1.1(3)P
– 2.3.1(1)
– 2.3.2(1)
– 2.3.6(2)
– 2.3.7(1)
– 2.3.7(4)
– 2.5(1)
– 2.6(1)
– 4.1(1)
– 4.2(1)
– 5.1(6)
– 5.2.4(1)
– 6.1(1)
– 6.3.1(1)
– 6.4.1(1)
– 6.4.2(2)
– 6.5.1(1)
– 7.1(1)
– 9.5(1)
– A.1(1)
– A.2(1)P (2 places)
– B.1.1(1)
– B.2.1.1(5)
– B.2.3(1)
– B.2.3(3)
– B.3.2.2.6(4)
– B.3.3(1)
– B.3.3(2)
– B.4.3.2.2(2)
– B.4.3.2.3(1)
– B.4.3.2.8.1(4)
– C.2(1)
– C.6.(1)
– D.1.1(1)
– D.1.2(2)
– D.3(6) (2 places)
– D.4.1(1)
– D.4.2(3)
– D.4.3(1)
– D.4.4(1)
– F.4.2.1(1)
– F.4.2.2(2)
– G.1(3)
– H.2(5)
– H.2(7)
1 General
1.1 Scope
1.1.1 Scope of Eurocode 3
See 1.1.1 of EN 1993-1-1.
1.1.2 Scope of Part 3.1 of Eurocode 3

(1) This Part 3.1 of EN 1993 applies to the structural design of lattice towers and guyed masts and to the
structural design of this type of structures supporting prismatic, cylindrical or other bluff elements.
Provisions for self-supporting and guyed cylindrical towers and chimneys are given in Part 3.2 of EN 1993.
Provisions for the guys of guyed structures, including guyed chimneys, are given in EN 1993-1-11 and
supplemented in this Part.
(2) The provisions in this Part of EN 1993 supplement those given in Part 1.

(3) Where the applicability of a provision is limited, for practical reasons or due to simplifications, its
use is explained and the limits of applicability are stated.

(4) This Part does not cover the design of polygonal and circular lighting columns, which is covered in
EN 40. Lattice polygonal towers are not covered in this Part. Polygonal plated columns (monopoles) may
be designed using this Part for their loading. Information on the strength of such columns may be obtained
from EN 40.
(5) This Part does not cover special provisions for seismic design, which are given in EN 1998-3.

(6) Special measures that might be necessary to limit the consequences of accidents are not covered in
this Part. For resistance to fire, reference should be made to EN 1993-1-2.

(7) For the execution of steel towers and masts, reference should be made to EN 1090.

NOTE: Execution is covered to the extent that is necessary to indicate the quality of the construction
materials and products that should be used and the standard of workmanship on site needed to comply with the
assumptions of the design rules.
1.2 Normative references
The following normative documents contain provisions which, through reference in this text, constitute
provisions of this European Standard. For dated references, subsequent amendments to, or revisions of, any
of these publications do not apply. However, parties to agreements based on this European Standard are
encouraged to investigate the possibility of applying the most recent editions of the normative documents
indicated below. For undated references, the latest edition of the normative document referred to applies.
EN 40 Lighting columns
EN 365 Personal protective equipment against falls from a height. General requirements for
instructions for use, maintenance, periodic examination, repair, marking and packaging
EN 795 Protection against falls from a height. Anchor devices. Requirements and testing
EN 1090 Execution of steel structures and aluminium structures
EN ISO 1461 Hot dip galvanized coatings on fabricated iron and steel articles. Specifications and test
methods
EN ISO 14713 Protection against corrosion of iron and steel in structures. Zinc and aluminium coatings.
Guidelines
ISO 12494 Atmospheric icing of structures
EN ISO 12944 Corrosion protection of steel structures by protective paint systems.

1.3 Assumptions
(1) See 1.3 of EN 1993-1-1.
1.4 Distinction between principles and application rules

(1) See 1.4 of EN 1993-1-1.
1.5 Terms and definitions
(1) The terms and definitions that are defined in EN 1990 clause 1.5 for common use in the Structural
Eurocodes apply to this Part 3.1 of EN 1993.

(2) Supplementary to Part 1 of EN 1993, for the purposes of this Part 3.1, the following definition apply:

1.5.1
global analysis
the 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.

1.5.2
tower
a self-supporting cantilevered steel lattice structure of triangular, square or rectangular plan form, or circular
and polygonal monopoles.
1.5.3
guyed mast
a steel lattice structure of triangular, square or rectangular plan form, or a cylindrical steel structure,
stabilized at discrete intervals in its height by guys that are anchored to the ground or to a permanent
structure.
1.5.4
shaft
the vertical steel structure of a mast.

1.5.5
leg members
steel members forming the main load-bearing components of the structure.

1.5.6
primary bracing members
members other than legs, carrying forces due to the loads imposed on the structure.

1.5.7
secondary bracing members
members used to reduce the buckling lengths of other members.

1.5.8
schifflerized angles
modified 90° equal-leg hot rolled angles, each leg of which has been bent to incorporate a 15° bend such that
there is an angle of 30° between the outer part of each leg and the axis of symmetry (see Figure 1.1).

1.5.9
wind drag
the resistance to the flow of wind offered by the elements of a tower or guyed mast and any ancillary items
that it supports, given by the product of the drag coefficient and a reference projected area, including ice
where relevant.
1.5.10
linear ancillary item
any non-structural components that extend over several panels, such as waveguides, feeders, ladders and
pipework.
1.5.11
discrete ancillary item
any non-structural component that is concentrated within a few panels, such as dish reflectors, aerials,
lighting, platforms, handrails, insulators and other items.

1.5.12
projected area
the shadow area of the element considered, when projected on to an area parallel to the face of the structure
normal to the wind direction considered, including ice where relevant. For wind blowing other than normal
to one face of the structure, a reference face is used for the projected area. (See Annex A and Annex B.)

1.5.13
panel (of a tower or mast)
any convenient portion of a tower or mast that is subdivided vertically for the purpose of determining
projected areas and wind drag. Panels are typically, but not necessarily, taken between intersections of legs
and primary bracings.
1.5.14
section (of a tower or mast)
any convenient portion of a tower or mast comprising several panels that are nearly or exactly similar, used
for the purpose of determining wind drag.

1.5.15
guy
a tension-only member, connected at each end to terminations to form a guy assembly that provides
horizontal support to the mast at discrete levels. 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.

NOTE 1: Although the terms “stay” and “guy” are generally interchangeable, the word “guy” has been used
throughout this document.
NOTE 2: Specific definitions of guys, their make-up and fittings, are provided in Annex D.

1.5.16
damper
a device that increases the structural damping and thus limits the response of a structure or of a guy.

1.6 Symbols
(1) In addition to those given in EN 1993-1-1, the following main symbols are used:

Latin upper case letters
D diameter of the circle through the centre of the bolt hole
b
D diameter of the leg member
i
G gust response factor
M bending moment
N tension force, number of cycles
N number of cycles
i
N axial force
b
T design life of the structure in years

Latin lower case letters
b width of a leg of an angle
c (z) exposure factor
e
c c structural factor
s d
e eccentricities
h width of a leg of an angle
k prying effect factor
p
k buckling coefficient
σ
m slope of the S-N curve
n number of bolts
r radius of the convex part of the bearing
r radius of the concave part of the bearing
t thickness
Greek upper case letters
φ is the inclination of the mast axis at its base
Δσ stress range
E
Greek lower case letters
β factor for effective area
A
γ  partial factor
M
δ  logarithmic decrement of structural damping
s
ε coefficient depending on f
y
λ non-dimensional slenderness parameter, equivalence factor
λ non-dimensional slenderness for plate buckling
p
λ non-dimensional slenderness parameter for plate buckling of leg 1 of angle
p,1
λ non-dimensional slenderness parameter for plate buckling of leg 2 of angle
p,2
ρ reduction factor
(2) Further symbols are defined where they first occur.
1.7 Convention for cross section axes

(1) The convention for axes of angle sections adopted in this Part of EN 1993 is as shown in Figure 1.1.

NOTE: This avoids the confusion inherent in adopting different conventions for hot rolled angles and cold
formed angles.
(2) For built-up members the convention for axes is that of Figure 6.9 of EN 1993-1-1.

schifflerized angle
NOTE: h is taken as the longest length of the

individual angle, if unequal angles are used.

Figure 1.1 Dimensions and axes of sections

2 Basis of design
2.1 Requirements
2.1.1 Basic requirements
(1)P The design of steel towers and guyed masts shall be in accordance with the general rules given in EN
1990.
(2) The provisions for steel structures given in EN 1993-1-1 should also be applied.

(3)P In addition, guyed masts of high reliability (as defined in 2.1.2) shall be designed to withstand the
rupture of one guy without collapsing.

NOTE: The National Annex may give information on guy rupture. It is recommended to use the guidance
given in Annex E.
2.1.2 Reliability management
(1) Different levels of reliability may be adopted for the ultimate limit state verifications of towers and
masts, depending on the possible economic and social consequences of their collapse.

NOTE: For the definition of different levels of reliability see Annex A.

Other sections Commonly used sections

2.2 Principles of limit state design

(1) See 2.2 of EN 1993-1-1.
2.3 Actions and environmental influences

2.3.1 Wind actions
(1) Wind actions should be taken from EN 1991-1-4.

NOTE: The National Annex may give information on how EN 1991-1-4 could be supplemented for masts and
towers. The use of the additional rules given in Annex B is recommended.

2.3.2 Ice loads
(1) Actions from ice should be considered both by their gravity effects and their effect on wind actions.

NOTE: The National Annex may give information on ice loading, the appropriate ice thicknesses, densities
and distributions and appropriate combinations, and combination factors for actions on towers and masts. The
use of Annex C is recommended.

2.3.3 Thermal actions
(1) Thermal actions should be determined from EN 1991-1-5 for environmental temperatures.

2.3.4 Selfweight
(1) Selfweight should be determined in accordance with EN 1991-1-1.

(2) Selfweight of guys should be determined in accordance with EN 1993-1-11.

2.3.5 Initial guy tensions
(1) The initial guy tensions should be considered as permanent forces, existing in the guys in the
absence of meteorological actions, see EN 1993-1-11.

(2) Adjustment for initial guy tensions should be provided. If not, due allowance should be taken in
design for the range of initial tensions that might arise, see EN 1993-1-11.

2.3.6 Imposed loads
(1) Members that are within [30°] to the horizontal should be designed to carry the weight of a workman
which for this purpose may be taken as a concentrated vertical load of 1kN.

(2) Imposed loads on platforms and railing should be taken into account.

NOTE 1: The National Annex may give information on imposed loads on platforms and railings. The
following characteristic imposed loads are recommended:
– Imposed loads on platforms: 2,0 kN/m . (2.1a)
– Horizontal loads on railings: 0,5 kN/m . (2.1b)

NOTE 2: These loads may be assumed to act in the absence of other climatic loads.

2.3.7 Other actions
(1) For accidental and collision actions see EN 1991-1-7.

NOTE: The National Annex may give information on the choice of accidental actions.

(2) Actions during execution should be considered taking due account of the construction scheme. The
appropriate load combinations and reduction factors may be obtained from EN 1991-1-6.

NOTE: The limited time for transient design situations may be considered.

(3) Where considered necessary, actions from settlement of foundations should be assessed. Special
considerations may be required for lattice towers founded on individual leg foundations and for differential
settlement between the mast base and any guy foundations.

(4) Actions arising from the fitting and anchoring of safety access equipment may be determined with
reference to EN 795. Where the proposed safe method of working requires the use of Work Positioning
Systems or mobile fall arrest systems points of attachment should be adequate, see EN 365.

NOTE: The National Annex may give further information.

2.3.8 Distribution of actions
(1) The loads along the member length including wind or dead loading on other members framing into
the member should be considered.
2.4 Ultimate limit state verifications

(1) For design values of actions and combination factors see EN 1990.

NOTE: For partial factors for actions in the ultimate limit state see Annex A.

(2) The partial factors for gravity loads and initial tensions in guys should be taken as specified in EN
1993-1-11.
2.5 Design assisted by testing

(1) The general requirements specified in EN 1990 should be satisfied, in association with the specific
requirements given in Section 8 of this Part 3.1 of EN 1993.

NOTE: The National Annex may give further information for structures or elements that are subject to an
agreed full-scale testing programme, see 6.1.
2.6 Durability
(1) Durability should be satisfied by complying with the fatigue assessment (see section 9) and
appropriate corrosion protection (see section 4).

NOTE: The National Annex may give information on the design service life of the structure. A service life of
30 years is recommended.
3 Materials
3.1 Structural steel
(1) For requirements and properties for structural steel, see EN 1993-1-1 and EN 1993-1-3.

(2) For toughness requirements see EN 1993-1-10.
3.2 Connections
(1) For requirements and properties for bolts and welding consumables, see EN 1993-1-8.
3.3 Guys and fittings
(1) For requirements and properties of ropes, strands, wires and fittings see EN 1993-1-11.

NOTE: See also Annex D
4 Durability
4.1 Allowance for corrosion
(1) Suitable corrosion protection, appropriate to the location of the structure, its design life and
maintenance regime, should be provided.

NOTE 1: The National Annex may give further information.

NOTE 2: See also:
– EN ISO 1461 for galvanising,
– EN ISO 14713 for metal spraying and
– EN ISO 12944 for corrosion protection by painting.
4.2 Guys
(1) For guidance on the corrosion protection of guys see EN 1993-1-11.

NOTE: The National Annex may give further information. The following measures are recommended:
Dependent on the environmental conditions guy ropes made from galvanized steel wires should be given a
further layer of protection, such as grease or paint. Care should be taken to ensure that this protective layer is
compatible with the lubricant used in the manufacture of the guy ropes.
As an alternate means of protection galvanised steel ropes of diameter up to 20mm may be protected by
polypropylene impregnation in which case they do not need further protection unless the sheath is damaged
during erection and use. Care needs to be taken in designing the terminations to ensure adequate corrosion
protection. Non-impregnated sheathed ropes should not be used because of the risk of corrosion taking place
undetected.
Lightning may locally damage the polypropylene coating.

5 Structural analysis
5.1 Modelling for determining action effects

(1) The internal forces and moments should be determined using elastic global analysis.

(2) For elastic global analysis see EN 1993-1-1.

(3) Gross cross-sectional properties may be used in the analysis.

(4) Account should be taken of the deformation characteristics of the foundations in the design of the
structure.
(5) If deformations have a significant effect (for example towers with large head-loads) second order
theory should be used, see EN 1993-1-1.

NOTE 1: Lattice towers may initially be analysed using the initial geometry (first order theory).

NOTE 2: Masts and guyed chimneys should be analysed taking into account the effect of deformations on the
equilibrium conditions (second order theory).

NOTE 3: For the overall buckling of symmetric masts see B.4.3.2.6.

(6) The global analysis of a mast or guyed chimneys should take into account the non-linear behaviour
of the guys, see EN 1993-1-11.

NOTE: The National Annex may give further information.
5.2 Modelling of connections
5.2.1 Basis
(1) The behaviour of the connections should be considered in the global and local analysis of the
structure.
NOTE: The procedure for the analysis of connections is given in EN 1993-1-8.

5.2.2 Fully triangulated structures (Simple framing)

(1) In simple framing the connect
...