Lighting columns - Part 3-3: Design and verification - Verification by calculation

This European Standard specifies the requirements for the verification of the design of lighting columns by calculation. It applies to lighting columns of nominal height (including any bracket) not exceeding 20 m. Special structural designs to permit the attachment of signs, overhead wires, etc. are not covered by this European Standard.
The requirements for lighting columns made from materials other than concrete, steel, aluminium or fibre reinforced polymer composite (for example wood, plastic and cast iron) are not specifically covered in this standard. Fibre reinforced polymer composite lighting columns are covered in this standard in conjunction with EN 40-7.
This European Standard includes performance requirements for horizontal loads due to wind. Passive safety and the behaviour of a lighting column under the impact of a vehicle are not addressed. Such lighting columns will have additional requirements (see EN 12767).
The calculations used in this European Standard are based on limit state principles, where the effects of factored loads are compared with the relevant resistance of the structure. Two limit states are considered:
a)   the ultimate limit state, which corresponds to the load-carrying capacity of the lighting column;
b)   the serviceability limit state, which relates to the deflection of the lighting column in service.
NOTE   In following this approach, simplifications appropriate to lighting columns have been adopted, These are:
1)   the calculations are applicable to circular and regular octagonal cross-sections;
2)   the number of separate partial safety factors have been reduced to a minimum;
3)   serviceability partial safety factors have a value equal to unity.

Lichtmaste - Teil 3-3: Bemessung und Nachweis - Rechnerischer Nachweis

Diese Europäische Norm legt die Anforderungen an den Nachweis der Bemessung von Lichtmasten durch Berechnung fest. Sie gilt für Lichtmaste mit einer Nennhöhe (einschließlich jegliche Ausleger) von bis zu 20 m. Besondere bauliche Bemessungen, um das Anbringen von Verkehrsschildern, Freileitungen usw. zu ermöglichen, werden nicht in dieser Europäischen Norm behandelt.
Die Anforderungen an Lichtmaste aus anderen Werkstoffen als Beton, Stahl, Aluminium oder faserverstärktem Polymerverbundstoff (z. B. Holz, Kunststoff und Gusseisen) werden in dieser Norm nicht gesondert behandelt. Lichtmaste aus faserverstärktem Polymerverbundstoff werden in dieser Norm in Verbindung mit EN 40-7 behandelt.
Diese Europäische Norm enthält Leistungsanforderungen hinsichtlich horizontaler Lasten durch Wind. Passive Sicherheit und das Verhalten eines Lichtmastes unter dem Anprall eines Fahrzeuges werden nicht behandelt. Für diese Lichtmasten gelten zusätzliche Anforderungen (siehe EN 12767).
Die in dieser Europäischen Norm verwendeten Berechnungsverfahren beruhen auf dem Prinzip der Grenzzustände, bei dem die Wirkungen faktorisierter Lasten mit dem entsprechenden Widerstand der Konstruktion verglichen werden. Es werden zwei Grenzzustände betrachtet:
a)   der Grenzzustand der Tragsicherheit, der der Tragfähigkeit des Lichtmastes entspricht;
b)   der Grenzzustand der Gebrauchstauglichkeit, der sich auf die Verformung des in Betrieb befindlichen Lichtmastes bezieht.
ANMERKUNG   Bei dem hier verwendeten Ansatz wurden die folgenden auf Lichtmaste anwendbaren Vereinfachungen zugrunde gelegt:
1)   die Berechnungsverfahren gelten für kreisförmige Querschnitte und regelmäßige achteckige Querschnitte;
2)   die Anzahl der einzelnen Teilsicherheitsbeiwerte wurde auf ein Minimum reduziert;
3)   Teilsicherheitsbeiwerte für den Nachweis der Gebrauchstauglichkeit haben einen Wert von Eins.

Candélabres d'éclairage public - Partie 3-3: Conception et vérification - Vérification par calcul

La présente Norme européenne spécifie les exigences relatives à la vérification par calcul de la conception des candélabres d'éclairage public. Elle s’applique aux candélabres d’éclairage public d’une hauteur nominale (avec la crosse) ne dépassant pas 20 m. Les conceptions structurelles particulières permettant de fixer des panneaux de signalisation, des fils aériens, etc., ne sont pas traitées dans la présente Norme européenne.
Les exigences relatives aux candélabres d'éclairage public réalisés dans d'autres matériaux que le béton, l'acier, l'aluminium ou le composite polymère renforcé de fibres (par exemple le bois, le plastique et la fonte) ne sont pas spécifiquement traitées dans la présente norme. Les candélabres d’éclairage public en composite polymère renforcé de fibres sont traités dans le présent document, conjointement avec l'EN 40-7.
La présente Norme européenne inclut les exigences de performance pour les charges horizontales dues au vent. La sécurité passive et le comportement d'un candélabre d'éclairage public soumis à l'impact d'un véhicule ne sont pas abordés. Des exigences supplémentaires s’appliqueront à cette catégorie de candélabres (voir EN 12767).
Les calculs utilisés dans la présente Norme européenne reposent sur les principes des états-limites, selon lesquels les effets de charges affectés d’un coefficient sont comparés à la résistance correspondante de la structure. Deux états-limites sont pris en compte :
a)   l'état-limite ultime, qui correspond à la charge qui peut être supportée par le candélabre ;
b)   l'état-limite de service, qui est lié à la déflexion du candélabre en service.
NOTE   En suivant cette approche, les simplifications suivantes, adaptées aux candélabres d'éclairage public, ont été apportées :
1)   les calculs sont applicables aux sections circulaires et aux sections octogonales régulières ;
2)   le nombre de coefficients de sécurité partiels distincts a été réduit au minimum ;
3)   les coefficients partiels à l'état limite de service ont une valeur égale à l'unité.

Drogovi za razsvetljavo - Projektiranje in preverjanje - 3-3. del: Preverjanje z izračunom

Ta evropski standard določa zahteve za preverjanje projektiranja drogov za razsvetljavo z izračunom. Velja za drogove za razsvetljavo nazivne višine (vključno z vsemi nosilci), ki ne presega 20 m. Posebno projektiranje konstrukcij, ki omogoča namestitev znakov, nadzemnih žic itd., ni obravnavano v tem evropskem standardu. V tem standardu niso posebej obravnavane zahteve za drogove za razsvetljavo, ki niso izdelani iz betona, jekla, aluminija ali vlaknatoarmiranega polimernega kompozita (npr. les, plastika in železova litina). Drogovi za razsvetljavo iz vlaknatoarmiranega polimernega kompozita so obravnavani v tem standardu v povezavi s standardom EN 40-7. Ta evropski standard vključuje zahteve glede zmogljivosti za vodoravne obtežbe zaradi vetra. Pasivna varnost in učinek, ki ga ima trčenje vozila na drog za razsvetljavo, nista obravnavana. Za takšne drogove za razsvetljavo veljajo dodatne zahteve (glej standard EN 12767). Izračuni, uporabljeni v tem evropskem standardu, temeljijo na načelih mejnih stanj, pri čemer se učinki izračunanih obtežb primerjajo z ustrezno odpornostjo strukture. Kot mejni stanji veljata: a) končno mejno stanje, ki ustreza nosilni zmogljivosti droga za razsvetljavo; b) mejno stanje uporabnosti, ki je povezano z upogibnostjo droga za razsvetljavo v uporabi.

General Information

Status
Published
Publication Date
19-Feb-2013
Current Stage
9092 - Decision on results of review/2YR ENQ - revise - Review Enquiry
Due Date
02-Sep-2018
Completion Date
16-Nov-2018

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2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.L]UDþXQRPLichtmaste - Bemessung und Nachweis - Teil 3-3: Rechnerischer NachweisCandélabres d'éclairage public - Conception et vérification - Partie 3-3: Vérification par calculLighting columns - Design and verification - Part 3-3: Verification by calculation93.080.40Street lighting and related equipment91.160.20Zunanja razsvetljava stavbExterior building lightingICS:Ta slovenski standard je istoveten z:EN 40-3-3:2013SIST EN 40-3-3:2013en,fr,de01-maj-2013SIST EN 40-3-3:2013SLOVENSKI

STANDARDSIST EN 40-3-3:20031DGRPHãþD
SIST EN 40-3-3:2013
EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE NORM
EN 40-3-3
February 2013 ICS 93.080.40 Supersedes EN 40-3-3:2003English Version

Lighting columns - Part 3-3: Design and verification - Verification by calculation

Candélabres d'éclairage public - Partie 3-3: Conception et vérification - Vérification par calcul

Lichtmaste - Teil 3-3: Bemessung und Nachweis - Rechnerischer Nachweis This European Standard was approved by CEN on 25 November 2012.

CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN member.

This European Standard exists in three official versions (English, French, German). A version in any other language made by translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management Centre has the same status as the official versions.

CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia, Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and United Kingdom.

EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre:
Avenue Marnix 17,

B-1000 Brussels © 2013 CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Members. Ref. No. EN 40-3-3:2013: ESIST EN 40-3-3:2013

EN 40-3-3:2013 (E) 2 Contents Page Foreword ....................................................................................................................................................... 3 1 Scope ................................................................................................................................................ 4 2 Normative references ....................................................................................................................... 4 3 Terms and definitions ...................................................................................................................... 4 4 Symbols ............................................................................................................................................ 5 5 Structural strength requirements (ultimate limit state) .................................................................. 6 5.1 Application of calculations .............................................................................................................. 6 5.2 Characteristic loads ......................................................................................................................... 6 5.3 Characteristic strength of materials ................................................................................................ 7 5.3.1 Metal lighting columns ..................................................................................................................... 7 5.3.2 Concrete lighting columns .............................................................................................................. 7 5.3.3 Fibre reinforced polymer composite lighting columns .................................................................. 7 5.4 Design loads ..................................................................................................................................... 7 5.5 Calculation of moments ................................................................................................................... 7 5.5.1 Bending moments ............................................................................................................................ 7 5.5.2 Torsional moments .......................................................................................................................... 8 5.6 Strength of cross-section ................................................................................................................ 8 5.6.1 General ............................................................................................................................................. 8 5.6.2 Metal columns .................................................................................................................................. 8 5.7 Acceptance of design for strength ................................................................................................ 15 5.8 Concrete lighting columns ............................................................................................................ 16 5.9 Fibre reinforced polymer composite lighting columns ................................................................ 16 6 Deflection requirements (serviceability limit state) ...................................................................... 16 6.1 Application of calculations ............................................................................................................ 16 6.2 Serviceability limit state design loads .......................................................................................... 16 6.3 Design values of material coefficients .......................................................................................... 16 6.4 Calculation of deflections .............................................................................................................. 17 6.4.1 Horizontal deflection of the luminaire connection(s) ................................................................... 17 6.4.2 Vertical deflection of the luminaire connection(s) ........................................................................ 17 6.5 Acceptance of design for deflection ............................................................................................. 17 6.5.1 Horizontal deflection ...................................................................................................................... 17 6.5.2 Vertical deflection .......................................................................................................................... 18 7 Permissible modifications to verified column .............................................................................. 18 8 Fatigue requirements ..................................................................................................................... 18 Bibliography................................................................................................................................................ 28

SIST EN 40-3-3:2013

EN 40-3-3:2013 (E) 3 Foreword This document (EN 40-3-3:2013) has been prepared by Technical Committee CEN/TC 50 “Lighting columns and spigots”, the secretariat of which is held by AFNOR. 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 August 2013, and conflicting national standards shall be withdrawn at the latest by August 2013. Attention is drawn to the possibility that some of the elements of this document may be the subject of patent rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights. This document supersedes EN 40-3-3:2003. This document has been prepared under a mandate given to CEN by the European Commission and the European Free Trade Association. There are seven parts to the series of standards EN 40 - Lighting columns, as follows:  Part 1: Definitions and terms;  Part 2 : General requirements and dimensions;  Part 3: Design and verification:  Part 3-1: Specification for characteristic loads;  Part 3-2: Verification by testing;  Part 3-3: Verification by calculation;  Part 4: Requirements for reinforced and prestressed concrete lighting columns,  Part 5: Requirements for steel lighting columns;  Part 6: Requirements for aluminium lighting columns;  Part 7: Requirements for fibre reinforced polymer composite lighting columns. According to the CEN/CENELEC Internal Regulations, the national standards organisations of the following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia, Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and the United Kingdom. SIST EN 40-3-3:2013

EN 40-3-3:2013 (E) 4 1 Scope This European Standard specifies the requirements for the verification of the design of lighting columns by calculation. It applies to lighting columns of nominal height (including any bracket) not exceeding 20 m. Special structural designs to permit the attachment of signs, overhead wires, etc. are not covered by this European Standard. The requirements for lighting columns made from materials other than concrete, steel, aluminium or fibre reinforced polymer composite (for example wood, plastic and cast iron) are not specifically covered in this standard. Fibre reinforced polymer composite lighting columns are covered in this standard in conjunction with EN 40-7. This European Standard includes performance requirements for horizontal loads due to wind. Passive safety and the behaviour of a lighting column under the impact of a vehicle are not addressed. Such lighting columns will have additional requirements (see EN 12767). The calculations used in this European Standard are based on limit state principles, where the effects of factored loads are compared with the relevant resistance of the structure. Two limit states are considered: a) the ultimate limit state, which corresponds to the load-carrying capacity of the lighting column; b) the serviceability limit state, which relates to the deflection of the lighting column in service. NOTE In following this approach, simplifications appropriate to lighting columns have been adopted. These are: 1) the calculations are applicable to circular and regular octagonal cross-sections; 2) the number of separate partial safety factors have been reduced to a minimum; 3) serviceability partial safety factors have a value equal to unity. 2 Normative references The following documents, in whole or in part, are normatively referenced in this document and are indispensable for its application. For dated references, only the edition cited applies. For undated references, the latest edition of the referenced document (including any amendments) applies. EN 40-1:1991, Lighting columns — Part 1: Definitions and terms EN 40-3-1, Lighting columns — Part 3-1: Design and verification —Specification for characteristic loads EN 40-4, Lighting columns — Part 4: Requirements for reinforced and prestressed concrete lighting columns EN 40-7:2002, Lighting columns — Part 7: Requirements for fibre reinforced polymer composite lighting columns EN 1993-1-1, Eurocode 3: Design of steel structures — Part 1-1: General rules and rules for buildings EN 1999-1-1, Eurocode 9: Design of aluminium structures — Part 1-1: General rules — General rules and rules for buildings 3 Terms and definitions For the purposes of this document, the terms and definitions given in EN 40-1:1991 apply. SIST EN 40-3-3:2013

EN 40-3-3:2013 (E) 5 4 Symbols The following symbols are used in this European Standard.

The definitions are abbreviated, the full definitions being given in the text. a Clear length of door opening ar Length of the door cut out in the column wall for type 5 reinforcement

Ae Effective cross-sectional area of door reinforcement. As Cross-sectional area of door reinforcement b Clear width of the door opening

br Width of the door cut out in the column wall for type 5 reinforcement Bx Factor defined in 5.6.2.3.2 By Factor defined in 5.6.2.3.2 C Length of halves of straight edge of door opening dw Width of door reinforcement e Specified elongation E Modulus of elasticity fy Characteristic yield strength F Factor defined in 5.6.2.2 g Factor defined in 5.6.2.2 G Shear Modulus h Nominal height

J Mean dimension of flat side of octagonal cross section Jo Mean dimension of flat side at edge of door opening. l Length of Type 5 reinforcing. (Fig. 6e) L Effective length of door opening mox Distance from centroid of door reinforcement measured normal to the x-x axis. moy Distance from centroid of door reinforcement measured normal to the y-y axis. mx Distance from centre of column wall at the door opening measured normal to the x-x axis. my Distance from centre of column wall at the door opening measured normal to the y-y axis. Mp Combined bending moment for closed regular cross-sections. Mup Bending moment of resistance for closed regular cross sections. Mux Bending moment of resistance about x-x axis. Muy Bending moment of resistance about y-y axis. Mx Bending moment about x-x axis. My Bending moment about y-y axis. N Corner radius of door opening. P Factor defined in 5.6.2.3.2 R Mean radius of cross-section. Rw Mean radius of cross-section of type 5 reinforcement S Length of end connection of door reinforcement. t Nominal wall thickness t0 Lesser of t and tw. tw Nominal thickness of reinforcement at the side of the door opening. Tp Torsion moment Tu Torsion moment of resistance SIST EN 40-3-3:2013

EN 40-3-3:2013 (E) 6

Radius of gyration of door reinforcement w Bracket projection Zp Plastic modulus of closed regular cross-section Zpn Plastic modulus of unreinforced door opening cross-section about n-n axis. Zpy Plastic modulus of unreinforced door opening cross-section about y-y axis. Zpnr Plastic modulus of reinforced door opening cross-section about n-n axis. Zpyr Plastic modulus of reinforced door opening cross-section about y-y axis. γf Partial load factor. γm Partial material factor. θ Half angle of the clear door opening. θr Half angle of the door cut out in the column for type 5 reinforcement

π Constant = 3,1416 ε Factor defined in 5.6.2.1 φ1 / φ2
Factors defined in 5.6.2.1
φ3 / φ5
Factors defined in 5.6.2.2
φ6 / φ7
Factors defined in 5.6.2.3.2

5 Structural strength requirements (ultimate limit state) 5.1 Application of calculations

The adequacy of the strength of the lighting column shall be calculated for the following cross sections:

a) the point at which the column is fixed (normally at ground level); b) the lower edge of the door opening. If the positions of the door and the brackets can be changed relative to each other and are not specified, the lower edge of the door opening should be calculated about its weakest axis. If two or more door openings are provided, the strength of each opening shall be verified (see Figure 1);

c) in addition to b) for tapered lighting columns the top of the door opening. If two or more door openings are provided, the strength of each opening shall be verified (see Figure 1); d) the point at which the bracket begins if the column and the bracket consist of one piece, or the point at which the bracket is attached if the bracket is detachable and check the junction between the bracket arm and the column; e) transition from one diameter to another or at a change in material thickness;

f) anti-rotation device between the columns and the bracket arm, if such a device is present and intended to transfer torsional forces between the bracket arm and the column;

g) any other critical position. 5.2 Characteristic loads The characteristic loads for strength requirements shall be calculated in accordance with EN 40-3-1. SIST EN 40-3-3:2013

EN 40-3-3:2013 (E) 7 5.3 Characteristic strength of materials 5.3.1 Metal lighting columns The characteristic yield strength fy, in N/mm2, of steel and aluminium alloys shall be calculated in accordance with EN 1993-1-1 and EN 1999-1-1 respectively. The increase in yield strength due to any process (such as cold working) shall not be used for members which are subject to another process (such as heat treatment or welding) which may result in softening. 5.3.2 Concrete lighting columns The characteristic strength shall be determined in accordance with EN 40-4. 5.3.3 Fibre reinforced polymer composite lighting columns The characteristic strength shall be determined in accordance with EN 40-7. 5.4 Design loads The characteristic loads specified in 5.2 shall be multiplied by the appropriate partial load factors, γf shown in Table 1 to give the design load to be used for the ultimate limit state calculation. Table 1 — Partial load factors γf

Wind load Dead load Class A 1,4 1,2 Class B 1,2 1,2 Serviceability Limit State 1,0 1,0

NOTE Refer to National Guidance or National Annex for selection of the correct class. 5.5 Calculation of moments 5.5.1

Bending moments The bending moments, Mx and My, in Nm, about the orthogonal axes x-x and y-y, respectively, shall be calculated for each position specified in 5.1 using the design loads specified in 5.4. For cross-sections with openings the x-x and y-y axes shall be taken as shown in Figures 5b and 6. NOTE For regular octagonal cross-sections the axes can be positioned through the centre of the flat side or through a corner. For closed regular cross-sections, the bending moments Mx and My may be combined to give a single moment, Mp, in Nm, that gives the most adverse action on the column cross-section being considered and shall be calculated from the formula: 22yxpMMM+= (1) SIST EN 40-3-3:2013

EN 40-3-3:2013 (E) 8 5.5.2 Torsional moments On columns with asymmetric bracket/luminaire arrangements the torsional moment Tp ,in Nm, shall be calculated for each position specified in 5.1 using the design loads specified in 5.4. On lighting columns with symmetric brackets, the following configurations shall also be calculated and the greatest moment used in design: a) column wit

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