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 post top columns not exceeding 20 m height for post top lanterns and to lighting columns with brackets not exceeding 18 m height for side entry lanterns.
The calculations used in this 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.
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.
This 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 included, this group of lighting columns will have additional requirements (see prEN 40-2).

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

Diese Europäische Norm legt die Anforderungen hinsichtlich des Nachweises von Lichtmasten durch Berechnung fest. Sie gilt für gerade Lichtmaste für Aufsatzleuchten mit einer Höhe von bis zu 20 m und für Auslegermaste für Ansatzleuchten mit einer Höhe von bis zu 18 m.
Das in dieser Norm verwendete Berechnungsverfahren beruht 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 Licht-mastes bezieht.
ANMERKUNG   Bei dem hier verwendeten Ansatz wurden die folgenden auf Lichtmaste anwendbaren Vereinfachungen zu Grunde gelegt:
1) Das Berechnungsverfahren gilt für Kreisquerschnitte 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.
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.
Diese Norm enthält Leistungsanforderungen hinsichtlich horizontaler Lasten durch Wind. Passive Sicherheit und das Verhalten von Lichtmasten unter dem Anprall von Fahrzeugen werden nicht behandelt; für diese Lichtmasten gelten zusätzliche Anforderungen (siehe prEN 40-2).

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 droits n'excédant pas 20 m de hauteur pour les luminaires montés au sommet et aux candélabres à crosse n'excédant pas18 m de hauteur pour les luminaires à entrée latérale.
Les calculs utilisés dans la présente norme reposent sur le principe des états-limites, selon lequel 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 d'utilisation, 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 partiels de sécurité distincts a été réduit au minimum ;
3) les coefficients de sécurité partiels d'utilisation ont une valeur égale à l'unité.
Les exigences relatives aux candélabres d'éclairage public réalisés dans d'autres matériaux que le béton, l'acier, l'aluminium ou le composite renforcé de fibres (par exemple le bois, le plastique et la fonte) ne sont pas spécifiquement traitées dans la présente norme.
La présente norme inclut 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 traités car des exigences supplémentaires s'appliqueront à cette catégorie de candélabres (voir prEN 40-2).

Drogovi za razsvetljavo – Del 3-3: Projektiranje in preverjanje – Preverjanje z izračunom

General Information

Status
Withdrawn
Publication Date
24-Jun-2003
Withdrawal Date
19-Feb-2013
Current Stage
9960 - Withdrawal effective - Withdrawal
Due Date
20-Feb-2013
Completion Date
20-Feb-2013

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2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.L]UDþXQRPLichtmaste - Teil 3-3: Bemessung und Nachweis - Rechnerischer NachweisCandélabres d'éclairage public - Partie 3-3 : Conception et vérification - Vérification par calculLighting columns - Part 3-3: Design and verification - Verification by calculation93.080.40Street lighting and related equipment91.160.20Zunanja razsvetljava stavbExterior building lightingICS:Ta slovenski standard je istoveten z:EN 40-3-3:2003SIST EN 40-3-3:2003en01-september-2003SIST EN 40-3-3:2003SLOVENSKI

STANDARD
SIST EN 40-3-3:2003

EUROPEAN STANDARDNORME EUROPÉENNEEUROPÄISCHE NORMEN 40-3-3June 2003ICS 91.160.20English versionLighting columns - Part 3-3: Design and verification - Verificationby calculationCandélabres d'éclairage public - Conception et vérification -Partie 3.3: Vérification par calculLichtmaste - Teil 3-3: Bemessung und Nachweis -Rechnerischer NachweisThis European Standard was approved by CEN on 17 January 2003.CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this EuropeanStandard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such nationalstandards may be obtained on application to the 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 translationunder the responsibility of a CEN member into its own language and notified to the Management Centre has the same status as the officialversions.CEN members are the national standards bodies of Austria, Belgium, Czech Republic, Denmark, Finland, France, Germany, Greece,Hungary, Iceland, Ireland, Italy, Luxembourg, Malta, Netherlands, Norway, Portugal, Slovakia, Spain, Sweden, Switzerland and UnitedKingdom.EUROPEAN COMMITTEE FOR STANDARDIZATIONCOMITÉ EUROPÉEN DE NORMALISATIONEUROPÄISCHES KOMITEE FÜR NORMUNGManagement Centre: rue de Stassart, 36

B-1050 Brussels© 2003 CENAll rights of exploitation in any form and by any means reservedworldwide for CEN national Members.Ref. No. EN 40-3-3:2003 ESIST EN 40-3-3:2003

EN 40-3-3:2003 (E)2ContentsPageForeword31Scope42Normative references43Terms and definitions54Symbols55Structural strength requirements (ultimate limit state)65.1Application of calculations65.2Characteristic loads75.3Characteristic strength of materials75.4Design loads75.5Calculation of moments75.5.1Bending moments75.5.2Torsional moments75.6Strength of cross-section85.6.1General85.6.2Metal columns85.7Acceptance of design for strength156Deflection requirements (serviceability limit state)156.1Application of calculations156.2Characteristic loads156.3Characteristic material properties156.4Calculation of deflections156.4.1Horizontal deflection of the lantern connection(s)156.4.2Vertical deflection of the lantern connection(s)166.5Acceptance of design for deflection166.5.1Horizontal deflection166.5.2Vertical deflection167Permissible modifications to verified column168Fatigue requirements16Annex A (informative)

Guidance on fatigue requirements for steel lighting columns26Annex B (informative)

Guidance on the use of classes for partial load factor f (see 5.4)and maximum horizontal deflection see (6.5.1)35Bibliography36SIST EN 40-3-3:2003

EN 40-3-3:2003 (E)3ForewordThis document (EN 40-3-3:2003) has been prepared by Technical Committee CEN/TC 50 "Lightingcolumns and spigots", the secretariat of which is held by BSI.This European Standard shall be given the status of a national standard, either by publication of anidentical text or by endorsement, at the latest by December 2003, and conflicting national standardsshall be withdrawn at the latest by December 2003.There are seven parts to this standard as follows:Part 1: Definitions and termsPart 2: General requirements and dimensionsPart 3-1: Design and verification — Specification for characteristic loadsPart 3-2: Design and verification — Verification by testingPart 3-3: Design and verification — Verification by calculationPart 4: Requirements for reinforced and prestressed concrete lighting columnsPart 5: Requirements for steel lighting columnsPart 6: Requirements for aluminium lighting columnsPart 7: Requirements for fibre reinforced polymer composite lighting columnsAnnexes A and B are informative.According to the CEN/CENELEC Internal Regulations, the national standards organizations of thefollowing countries are bound to implement this European Standard: Austria, Belgium, CzechRepublic, Denmark, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Luxembourg,Malta, Netherlands, Norway, Portugal, Slovakia, Spain, Sweden, Switzerland and the UnitedKingdom.SIST EN 40-3-3:2003

EN 40-3-3:2003 (E)41 ScopeThis European Standard specifies the requirements for the verification of the design of lighting columnsby calculation. It applies to post top columns not exceeding 20 m height for post top lanterns and tolighting columns with brackets not exceeding 18 m height for side entry lanterns.The calculations used in this standard are based on limit state principles, where the effects of factoredloads 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.NOTEIn following this approach, simplifications appropriate to lighting columns have been adopted, Theseare: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.The requirements for lighting columns made from materials other than concrete, steel, aluminium orfibre reinforced polymer composite (for example wood, plastic and cast iron) are not specificallycovered in this standard.This standard includes performance requirements for horizontal loads due to wind. Passive safety andthe behaviour of a lighting column under the impact of a vehicle are not included, this group of lightingcolumns will have additional requirements (see prEN 40-2).2 Normative referencesThis European Standard incorporates by dated or undated reference, provisions from other publications.These normative references are cited at the appropriate places in the text, and the publications are listedhereafter. For dated references, subsequent amendments to or revisions of any of these publicationsapply to this European Standard only when incorporated in it by amendment or revision. For undatedreferences the latest edition of the publication referred to applies (including amendments).EN 40-1:1991, Lightning columns;- Part 1: Definitions and terms.EN 40-3-1, Lighting columns — Part 3-1: Design and verification — Specification for characteristic loads.ENV 1993-1-1, Eurocode 3: Design of steel structures - Part 1-1: General rules and rules for buildings.ENV 1999-1-1, Eurocode 9: Design of aluminium structures - Part 1-1: General rules - General rules andrules for buildings.SIST EN 40-3-3:2003

EN 40-3-3:2003 (E)53 Terms and definitionsFor the purposes of this European Standard, the terms and definitions given in EN 40-1:1991 apply.4 SymbolsThe following symbols are used in this European Standard.The definitions are abbreviated, the full definitions being given in the text.aOverall length of door opening.asArea of legs of closed hoops at section.AeEffective cross-sectional area of door reinforcement.AsCross-sectional area of door reinforcement.bMean dimension of flat side of octagonal cross section.boMean dimension of flat side at edge of door opening.BxFactor.ByFactor.CLength of halves of straight edge of door opening.dDiameter of cross-section.dlMean diameter of hoop reinforcement.doDiameter of central bore.dwWidth of door reinforcement.eSpecified elongation.EModulus of elasticity.fyCharacteristic strength of material.fuUltimate limit of the material.FFactor.gFactor.GModulus of rigidity.hNominal height.LEffective length of door opening.mexDistance from centroid of door reinforcement measured normal to the x-x axis.meyDistance from centroid of door reinforcement measured normal to the y-y axis.mtDistance from centre of column wall at the door opening measured normal to the x-x axis.myDistance from centre of column wall at the door opening measured normal to the y-y axis.MpCombined bending moment for closed regular cross-sections.MupBending strength for closed regular cross sections.MuxBending strength about x-x axis.MuyBending strength about y-y axis.MxBending moment about x-x axis.MyBending moment about y-y axis.NCorner radius of door opening.PFactor.SIST EN 40-3-3:2003

EN 40-3-3:2003 (E)6RMean radius of cross-section.sLongitudinal spacing of hoops.SLength of end connection of door reinforcement.tNominal wall thickness.t0Lesser of t and tw.twNominal thickness of reinforcement at the side of the door opening.TpTorsion moment.TuTorsion strength.vRadius of gyration of door reinforcement.wBracket projection.ZpPlastic modulus of closed regular cross-section.ZpnPlastic modulus of unreinforced door opening cross-section about n-n axis.ZpyPlastic modulus of unreinforced door opening cross-section about y-y axis.ZpnrPlastic modulus of reinforced door opening cross-section about n-n axis.ZpyrPlastic modulus of reinforced door opening cross-section about y-y axis.fPartial load factor.mPartial material factor.Half angle of door opening.Constant = 3,1416.Factor.cEffective compressive strength of concrete at transfer of prestress.sCharacteristic strength of material.tCharacteristic shear strength.pStress on cross-section from prestressing force after taking account of prestressing losses.15 Structural strength requirements (ultimate limit state)5.1 Application of calculationsThe adequacy of the strength of the lighting column shall be calculated for the following crosssections:a) the point at which the column is fixed (normally at ground level);b) the lower edge of the door opening. If two or more door openings are provided, the strength ofeach opening shall be verified (see Figure 1);c) for tapered lighting columns the top of the door opening. If two or more door openings areprovided, 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 piece, or the pointat which the bracket is attached if the bracket is detachable;e) transition from one diameter to another when the column is stepped;f) any critical position, e.g. change of material thickness.SIST EN 40-3-3:2003

EN 40-3-3:2003 (E)75.2 Characteristic loadsThe characteristic loads for strength requirements shall be calculated in accordance with EN 40-3-1.5.3 Characteristic strength of materialsMetal lighting columnsThe characteristic strength fy (in N/mm2) of steel and aluminium alloys shall be calculated inaccordance with ENV 1993-1-1 and ENV 1999-1-1 respectively.The increase in yield strength due to any process (such as cold working) shall not be used formembers which are subject to another process (such as heat treatment or welding) which may resultin softening.5.4 Design loadsThe characteristic loads specified in 5.2 shall be multiplied by the appropriate partial load factors, fshown in Table 1 to give the design load to be used for calculation.Table 1 — Partial load factors fWind loadDead loadClass A1.41.2Class B1.21.2NOTEGuidance on the selection of class is given in annex B.5.5 Calculation of moments5.5.1 Bending momentsThe bending moments, Mx and My (in Nm), about the orthogonal axes x-x and y-y, respectively, shallbe calculated for each position specified in 5.1 using the 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, 6 and9b.NOTEFor regular octagonal cross-sections the axes can be positioned through the centre of the flat side orthrough a corner.For closed regular cross-sections, the bending moments Mx and My may be combined to give a singlemoment, Mp (in Nm) that give the most adverse action on the column cross-section being consideredand shall be calculated from the equation:22yxpMMM(1)5.5.2 Torsional momentsOn columns with asymmetric bracket/lantern arrangements the torsional moment T (in Nm) shall becalculated for each position specified in 5.1 using the loads specified in 5.4.On lighting columns with symmetric brackets the following configurations shall also be calculated andthe greatest moment used in design:SIST EN 40-3-3:2003

EN 40-3-3:2003 (E)8a) column with a single bracket, with torsion;b) column with symmetrical brackets, without torsion.In both cases the same values for bracket projection and lantern weight and windage shall be used.5.6 Strength of cross-section5.6.1 GeneralThe strength in bending and the strength in torsion of particular cross-sections shall be calculated inaccordance with 5.6.2 and 5.6.3, as appropriate.The strength in bending for the particular cross-sections shall be calculatedEITHERabout the orthogonal axes n-n or x-x, and y-yORwhere Mp has been calculated; in the direction of Mp.The strength in torsion T (in Nm) of the particular cross-section shall also be calculated.1.1.2 Metal columns5.6.2.1 Closed regular cross-sectionsFor closed circular cross-sections and closed regular octagonal cross-sections, the strength of thesections shall be calculated from the following equations:a) Bending strength (in Nm)MMMZuxuyuppmfy1103(2)b) Torsional strength (in Nm)TRtumf y22310(3)where1is a factor having the value obtained from the curve appropriate to the cross-section in Figure 2where the value of

(/)/RtEfy;2is a factor with a value equal to 5,1y)t/R(fE474,0 but not greater than 1,0;Eis the characteristic modulus of elasticity of the material as specified in 6.3 (in N/mm²);Ris the mean radius of the cross section (see Figure 3) (in mm);tis the wall thickness (see Figure 3) (in mm);mis a partial material factor having the appropriate value given in Table 2;fyis the characteristic strength of the material as specified in 5.3.1 (in N/mm²);Zpis the plastic modulus of the closed regular cross-section (in mm³);SIST EN 40-3-3:2003

EN 40-3-3:2003 (E)9NOTEFor the purpose of this standard Zp can be taken as having a value of:4R2t for circular cross-sections;4,32R2t for octagonal cross-sections.Table 2 — Partial material factors, mMaterialmSteel:Specified elongation e

15 %1,05Specified elongation 5 %
15 %1,15Aluminium:Specified elongation
5 %1,15Specified elongation

5 %1,30Welded joints1,30Bonded joints3,005.6.2.2 Unreinforced openings in regular cross-sectionsFor unreinforced openings in circular cross-sections and regular octagonal cross-sections, the strength ofthe sections shall be calculated from the following equations:a) Bending strength (in Nm)MgZuxpnmfy3310(4)mpyuyZgM3310yf(5)b)Torsional strength (in Nm)TgRtLumf y453310(6)where3is a factor having the value equal to tEtERLfy22007, but not greater than 1:4is a factor having the value equal to tEtERLfy220035, but not greater than 2:5is a factor having the value obtained from the Figure 4 using the appropriate value ofR/L and ;1,2, E, fy andm are as defined in 5.6.2.1;is the half angle of the door opening (see Figure 5) (in degrees);gis a factor having the following values:- circular cross-sections: 1,0;- octagonal cross-sections: (15t/b0)0,6 but not greater than 1,0;SIST EN 40-3-3:2003

EN 40-3-3:2003 (E)10b0is the mean dimension of the flat side at the edge of the opening (see Figure 5)(in mm). When b0 is less than 4t the value of b0 shall be taken as equal to b;bis the mean dimension of the flat side of an octagonal cross-section(see Figure 5) (in mm);Lis the effective length of the opening and has a value of (a - 0,43N) (in mm);ais the overall length of the opening (see Figure 5) (in mm);Nis the corner radius of the opening (see Figure 5) (in mm); (max. value: half of thewidth of the door opening);Ris the mean radius of the cross-section (see Figure 5) (in mm);tis the nominal wall thickness (see Figure 5) (in mm)Zpnis the plastic modulus of unreinforced door opening cross-section about the plasticneutral axis n-n (in mm3)Zpyis the plastic modulus of the section about the plastic neutral axis y-y (in mm3)NOTEFor the purpose of this standard the following values of Zpn and Zpy can be taken for circular sectionsand regular octagonal sections:ZFRtpn22122 cossinZFRtpy21(cos) whereFis a factor having the following valuescircular cross-sections2,0;octagonal cross-sections2,16.5.6.2.3 Reinforced openings in regular cross-sections5.6.2.3.1 GeneralFor the purpose of this Part of this standard, the reinforced openings in circular and regular octagonalcross-sections shall be classified in accordance with Figure 6.The reinforcement shall be fixed to the column wall at the door opening and the clear distancebetween individual fasteners or intermittent fillet welds shall be not greater than 12t0.1.1.1.1.2 Calculation for reinforcement types 1,2,3 and 4The

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