BSI Standards PublicationBS EN 40-3-1:2013Lighting columnsPart 3-1: Design and verification Specification for characteristic loadsBS EN 40-3-1:2013BRITISH STANDARDNational forewordThis British Standard is the UK implementation of EN 40-3-1:2013. It supersedes BS EN 40-3-1:2000, which is withdrawn.The UK participation in its preparation was entrusted to Technical Committee B/509/50, Street lighting columns.A list of organizations represented on this committee can be obtained on request to its secretary.This publication does not purport to include all the necessary provisions of a contract. Users are responsible for its correct application. The British Standards Institution 2013. Published by BSI Standards Limited 2013.ISBN 978 0 580 78514 6 ICS 93.080.40 Compliance with a British Standard cannot confer immunityfrom legal obligations.This British Standard was published under the authority of the Standards Policy and Strategy Committee on 28 February 2013.Amendments issued since publicationDateText affectedBS EN 40-3-1:2013 EUROPEAN STANDARD NORME EUROPENNE EUROPISCHE NORM EN 40-3-1 February 2013 ICS 93.080.40Supersedes EN 40-3-1:2000English Version Lighting columns - Part 3-1: Design and verification - Specification for characteristic loads Candlabres d'clairage public - Partie 3-1: Conception et vrification - Spcification pour charges caractristiques Lichtmaste - Teil 3-1: Bemessung und Nachweis - Charakteristische Werte der Lasten 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 STANDARDIZATIONCOMI TEUROPENDENORMALI SATI ON EUROPI SCHESKOMI TEEFRNORMUNG Management Centre:Avenue Marnix 17,B-1000 Brussels 2013 CENAll rights of exploitation in any form and by any means reserved worldwide for CEN national Members. Ref. No. EN 40-3-1:2013: EBS EN 40-3-1:2013EN 40-3-1:2013 (E) 2 ContentsPage Foreword ..............................................................................................................................................................3 1Scope ......................................................................................................................................................4 2Normative references ............................................................................................................................4 3Terms and definitions ...........................................................................................................................4 4Symbols ..................................................................................................................................................4 5Basis of loads .........................................................................................................................................5 5.1Dead loads ..............................................................................................................................................5 5.2Wind pressures ......................................................................................................................................5 5.2.1General ....................................................................................................................................................5 5.2.2Reference wind pressure q(10) ............................................................................................................6 5.2.3Factor for column size ........................................................................................................................6 5.2.4Factor for the dynamic behaviour of lighting columns, .................................................................6 5.2.5Topography factor f ...............................................................................................................................7 5.2.6Exposure coefficient ce(z) .....................................................................................................................7 5.3Shape coefficient ...................................................................................................................................9 5.3.1Shape coefficient for columns and brackets with circular cross-sections .....................................9 5.3.2Shape coefficient for columns and brackets with regular octagonal cross-sections ....................9 5.3.3Shape coefficients for columns and brackets with other cross-sections .................................... 11 5.3.4Shape coefficient for luminaires ....................................................................................................... 11 6Forces and moments .......................................................................................................................... 11 6.1Forces due to wind pressure and dead load ................................................................................... 11 6.1.1Horizontal force on any part of the column shaft ............................................................................ 11 6.1.2Horizontal force on any part of the bracket projecting from the column ..................................... 12 6.1.3Forces on the luminaire ..................................................................................................................... 12 6.1.4Forces due to dead loads .................................................................................................................. 12 6.2Moments due to wind pressure and dead loads ............................................................................. 12 6.2.1Bending moments acting on the column shaft and the bracket .................................................... 12 6.2.2Torsional moments acting on the column shaft due to wind loads .............................................. 13 Annex A (normative)National wind and meteorological information ........................................................ 14 Bibliography ..................................................................................................................................................... 15 BS EN 40-3-1:2013EN 40-3-1:2013 (E) 3 Foreword This document (EN 40-3-1:2013) has been prepared by Technical Committee CEN/TC 50 Lighting columns, 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 40-3-1:2000. ThisdocumenthasbeenpreparedunderamandategiventoCENbytheEuropeanCommissionandthe 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. AccordingtotheCEN/CENELECInternalRegulations,thenationalstandardsorganisationsofthefollowing countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic,Denmark,Estonia,Finland,FormerYugoslavRepublicofMacedonia,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. BS EN 40-3-1:2013EN 40-3-1:2013 (E) 4 1 Scope This European Standard specifies design loads for lighting columns. It applies to lighting columns of nominal height(includinganybracket)notexceeding20 m.Specialstructuraldesignstopermittheattachmentof signs, overhead wires, etc. are not covered by this European Standard. Therequirementsforlightingcolumnsmadefrommaterialsotherthanconcrete,steel,aluminiumorfibre reinforcedpolymercomposite(forexamplewood,plasticandcastiron)arenotspecificallycoveredinthis standard.Fibrereinforcedpolymercompositelightingcolumnsarecoveredinthisdocument,inconjunction with Annex B of EN 40-7:2002. 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). 2Normative references Thefollowingdocuments,inwholeorinpart,arenormativelyreferencedinthisdocumentandare 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 1990, Eurocode Basis of structural design EN 1991-1-4:2005, Eurocode 1: Actions on structures Part 1-4: General actions Wind actions 3Terms and definitions For the purposes of this document, the terms and definitions given in EN 40-1:1991 apply. 4Symbols The following symbols are used in this European Standard. The definitions are abbreviated, the full definitions being given in the text. Ab Projected area of section bracket being considered Ac Projected area of section of column shaft being considered Al Projected area of the luminaire c Shape coefficient CALT Altitude Factor ce(z)Exposure coefficient Cs Probability factorcr(z) Roughness FactorD Diameter or distance across flats f Topography factor Fb Partial horizontal force on section of bracket being considered BS EN 40-3-1:2013EN 40-3-1:2013 (E) 5 Fc Partial horizontal force on section of column shaft being considered Fl Partial horizontal or vertical wind force on luminaire h Nominal height kr Terrain factor depending on the roughness lengthp Design annual probability of exceedence q(10) Reference wind pressure q(z) Characteristic wind pressure r Radius of corner Re Reynolds number T Period of vibration V Wind speed v Kinematic viscosity of air Vref 10 minute mean wind velocity at 10 m above ground level for terrain category II Vref,o basic value of the reference wind velocity at 10 m above sea level z Height above ground zmin Is the minimum length defined in Table 3 Zo Is the roughness length Factor for the dynamic behaviour Factor for column size Air density 5Basis of loads 5.1Dead loads In addition to the selfweight of the lighting column, the weights of the brackets and the luminaires shall also be taken into consideration. 5.2 Wind pressures 5.2.1 General The characteristic wind pressure q(z), in N/m2, for any particular height above the ground, z, shall be obtained from the following formula: q(z) = fce(z)q(10)(1) where q(10)given in 5.2.2, is the reference wind pressure. given in 5.2.3, is a factor related to the column size. given in 5.2.4, is a factor dependent on the dynamic behaviour of the column. fgiven in 5.2.5, is a factor related to topography. ce(z)given in 5.2.6, is a factor dependent on the terrain of the site and the height above the ground, z. NOTE 1q(10), f and ce(z), are based on the principles given in EN 1991-1-4. BS EN 40-3-1:2013EN 40-3-1:2013 (E) 6 NOTE 2The procedure above, using and factors, is intended as a simplified procedure that will offer a conservative approach.5.2.2 Reference wind pressure q(10) The value of q(10) (in N/m) accounts for the geographical location of the lighting column. It is derived from the reference wind velocity Vref (in m/s) using the following formula: q(10) = 0,5(Cs)2Vref2 (2) where Vrefis the 10 minute mean wind velocity at 10 m above ground level for terrain category II (see Table 1) having an annual probability of exceedence of 0,02 (commonly referred to as having a mean return period of 50 years). Vref = CALT Vref,0 Vref,ois the basic value of the reference wind velocity at 10 m above sea level obtained from the wind maps referred to in Annex A; CALTis an altitude factor to be taken as 1,0 unless otherwise recommended in the National Annex to EN 1991-1-4 istheairdensity.Theairdensityisaffectedbyaltitudeanddependsonthe temperature and pressure to be expected at the site location during wind storms. The valueofshallbetakenas1.25kg/m3,unlessotherwiserecommendedinthe National Annex to EN 1991-1-4. CsisafactortoconvertVreffromanannualprobabilityofexceedenceof0,02toother probabilities,andcanbederivedfromtheformulagiveninAnnexA.Forlighting columns the normal requirement is for a mean return period of 25 years, for which the factor Cs should be taken as . ,92 0 5.2.3 Factor for column size The greater the size of a surface subject to wind, the more unlikely it is that the maximum pressure, on which the calculation is based, acts over its full area. The resultant smaller wind load on a component is taken into account by the factor dependent on the size of the area. The ruling dimension for the size of the area subject to the wind is the greatest dimension in one direction. For a lighting column, this is the nominal height in metres. The value of the factor shall be obtained from the formula: = 1 - 0,01 h 5.2.4 Factor for the dynamic behaviour of lighting columns, ThefactorisdependentuponthebasicperiodofvibrationTandthedampingofthe"column/luminaire" system and takes into account theincrease in the load, resulting from the dynamic behaviour of thelighting column, caused by wind gusts.BS EN 40-3-1:2013EN 40-3-1:2013 (E) 7 The period of vibration T in seconds for the determination of in accordance with Figure 1 shall be obtained either by calculation or by testing. Key 1metal 2prestressed concrete 3reinforced concrete 4fibre reinforced polymer composite Figure 1 Coefficient for the dynamic behaviour of columns NOTEIn place of Figure 1, curve 1, for metal can be calculated using the following formula: = 1.00240 - 0.00500T4 + 0.05144T3 - 0.22793T2 + 0.67262T 5.2.5 Topography factor f The topography factor f shall be taken as 1, unless topography is specified as significant. Where a topographic feature is significant, the methodology in EN 1991-1-4:2005, Annex A should be used.The altitude used for calculating CALT shall be the altitude at the base of the topography slope in the upwind direction. 5.2.6 Exposure coefficient ce(z) Theexposurecoefficientaccountsforvariationofwindpressurewithrespecttoheightabovegroundand depends on terrain category. Theappropriateterraincategoryforthelocationofthelightingcolumnshallbedecidedonthebasisof Table 1. BS EN 40-3-1:2013EN 40-3-1:2013 (E) 8 Table 1 Description of terrain category CategoryDescription IRough open sea. Lakeshore with at least 5 km fetch upwind. Smooth flat country without obstacles. IIFarmlandwithboundaryhedges,occasionalsmallfarmstructures, houses or trees. IIISuburban or industrial areas and permanent forests IVUrbanareasinwhichatleast15 %ofthesurfaceiscoveredwith buildings and their average height exceeds 15 m. For any particular height of consideration and terrain category, the value of exposure coefficient ce(z) shall be taken either from Table 2 or Figure 2 whichever is considered more convenient. NOTE 1For installation on bridges, the height z is measured from the water or ground level over which the bridge is crossing. NOTE 2If the terrain category is not provided by the purchaser, the calculation are carried out considering category II. Table 2 Exposure coefficient ce(z) Height above groundTerrain category Z (m) IIIIIIIV 203,212,812,281,72 193,172,772,241,69 183,142,742,201,65 173,102,702,161,60 163,072,662,111,56 153,032,622,071,56 142,982,572,021,56 132,942,521,961,56 122,892,471,911,56 112,832,411,851,56 102,782,351,781,56 92,712,291,711,56 82,642,211,631,56 72,572,131,631,56 62,482,041,631,56 52,371,931,631,56 42,251,801,631,56 32,091,801,631,56 21,881,801,631,56 11,881,801,631,56 BS EN 40-3-1:2013EN 40-3-1:2013 (E) 9 ce(z) is determined from the formula: ce(z) = cr2(z) + 7 kr cr(z) wherecr(z) = kr ln (z/zo) for zmin z 200 m cr(z) = kr ln (zmin/zo) for z < zmin kr, zo, zmin, are given in Table 3, appropriate to each terrain category. Table 3 Values of kr, zo and zmin Terrain categoryIIIIIIIV kr0,170,190,220,24 zo (m)0,010,050,31,0 zmin (m)24816 Key z height ce(z) exposure coefficient Figure 2 Exposure coefficient ce(z) 5.3 Shape coefficient 5.3.1 Shape coefficient for columns and brackets with circular cross-sections For circular cross-sections, the shape coefficient, c, shall be taken from curve 3 in Figure 3. 5.3.2 Shape coefficient for columns and brackets with regular octagonal cross-sections Forregularoctagonalcross-sectionswithanr/D ratio < 0,075,whereristheradiusofcornerandDisthe distance across flats, the shape coefficient c shall be taken from curve 1 in Figure 3. Forregularoctagonalcross-sectionswithanr/D ratio > 0,075,theshapecoefficient cshallbetakenfrom curve 2 in Figure 3. BS EN 40-3-1:2013EN 40-3-1:2013 (E) 10 Wheremomentsarecalculatedbydividingtheassemblyintosectionsnotexceeding2 minheight,ther/D ratio used to calculate the values of c shall be those at midpoint of each section. Key 1 octagonal cross sectionDr< 0,075 2 octagonal cross sectionDr 0,075 3 circular cross section Figure 3 Shape coefficient for circular and octagonal cross-sections where V is the wind speed in m/s defined as 5 01,) z ( qC= Vs Dis the column diameter or the distance across flats in m is the kinematic viscosity of air at 20 C in m2/s shall be taken as 15,1 x 10-6 m2/s shall be taken as 15,1 x 10-6 m2/s q(z), and are defined in 5.2.1 Cs and are defined in 5.2.2 vVD= ReBS EN 40-3-1:2013EN 40-3-1:2013 (E) 11 5.3.3 Shape coefficients for columns and brackets with other cross-sections Forcross-sectionsotherthancircularandregularoctagonal,theshapecoefficientcshallbetakenfrom EN 1991-1-4 or shall be based on reliable test results. 5.3.4 Shape coefficient for luminaires It is recommended that the horizontal shape coefficient and the vertical lift coefficient for luminaires, resulting fromwindinthehorizontaldirection,shouldbedeterminedfromwindtunneltests.Themaximumvalues obtained in the test for luminaire inclinations between 5 to the horizontal shall be adopted. Vertical wind loads on the luminaires shall only be considered when their effect will be additional to the loading condition being considered, i.e. where they do not provide a relieving effect to the member stresses. Intheabsenceofvaluesdeterminedbywindtunneltests,orgivenbytheluminairesupplier,asingle horizontal coefficient of 1,0 shall be adopted. The lift coefficient shall then be taken as zero. Where there is a cluster of luminaires, a corresponding shape for the cluster shall be taken into account. 6Forces and moments 6.1Forces due to wind pressure and dead load 6.1.1Horizontal force on any part of the column shaft Thehorizontalforce,inN,onanypartoftheperpendicularcolumnshaftshallbecalculatedusingthe following formula:Fc = Ac c q(z)(3) where Fcis the partial horizontal force, in N, due to wind pressure acting at the centre of the area of the section of the column shaft being considered; Acistheprojectedarea,inm2,onverticalplanenormaltothedirectionofthewind,ofthe section of column shaft being considered; cis the shape coefficient for the section of the column shaft being considered; q(z)isthedesignwindpressure,inN/m2,ataheight,zinmetresabovegroundlevel.The valuesofzshouldbetakenatthecentreoftheareaofthesectionofthecolumnshaft being considered. BS EN 40-3-1:2013EN 40-3-1:2013 (E) 12 6.1.2Horizontal force on any part of the bracket projecting from the column The horizontal force, in N, on any part of the bracket projecting from the column shall be calculated using the following formula:Fb = Ab c q(z)(4) where Fbisthepartialhorizontalforce,inN,duetowindpressureactingatthecentretheareaof the section of the bracket being considered; Abis the projected area, in m2, on the vertical plane normal to the direction of the wind, of the section of the bracket being considered; cis the shape coefficient for the section of the bracket being considered; q(z)is the design wind pressure, in N/m2, at height z in metres above ground level. The value ofzshouldbetakenatthecentreoftheareaofthesectionofthebracketbeing considered. 6.1.3Forces on the luminaire The forces, in N, on the luminaire shall be calculated using the following formula: Fl = Al c q(z)(5) where Flis the partial horizontal or vertical force, in N, due to wind pressure on the luminaire; Alis the projected area, in m2, on the vertical plane normal to the direction of the wind, of the luminaire; cis the horizontal or vertical shape coefficient of the luminaire; q(z)is the design wind pressure in N/m2, at height z, in metres above ground level. The value of z should be taken at the centre of the area of the luminaire. 6.1.4Forces due to dead loads The vertical forces resulting from theweight of the bracket shall be taken to act at the centre of mass of the bracket.The vertical forces resulting from the attachment of the luminaire shall be taken to act at the centre of mass of the luminaire, if known. If this information is not known, the vertical forces resulting from the attachment of the luminaire should be taken to act at a distance of 0,4 times the total length of the luminaire.6.2Moments due to wind pressure and dead loads 6.2.1Bending moments acting on the column shaft and the bracket Thecolumnshallbetakenasbeingrigidlyfixedtotheground,andthebracketasbeingrigidlyfixedtothe column shaft. The moments due to the design wind pressure and dead loads shall be calculated by a method which reveals the maximum moments due to the distributed forces acting on the column, brackets and luminaire(s). BS EN 40-3-1:2013EN 40-3-1:2013 (E) 13 For this purpose the assembly shall be divided into sections not exceeding 2 m in height. Thehorizontaldesignforceforeachsectionshallbecalculatedindividuallyusingtheappropriateprojected area, shape coefficient and design wind pressure. Alternative methods for calculating design moment maybe usedprovided that thetotal moment obtainedat any critical sections not less than that due to the sectional method given above. 6.2.2Torsional moments acting on the column shaft due to wind loads For columns having an asymmetrical arrangement of bracket(s) and luminaire(s), the torsional moments at all critical sections shall be calculated. BS EN 40-3-1:2013EN 40-3-1:2013 (E) 14 Annex A (normative) National wind and meteorological information (seeEN1991-1-4:Eurocode1:Actionsonstructures,GeneralactionsWindactions,andtherelevant National Annex) The reference wind velocity Vref,0 shall be derived from EN 1991-1-4 with the accompanying national annex. Based on EN 1990, lighting columns are normally designed using a wind speed having an annual probability of exceedence equivalent to a mean return period of 25 years. If a design for an alternative value of annual probability is required the following formula shall be used: [ ]( )1 0, 2 (1 )1 0, 2 0, 98)n nsn nL L pCL L = (A.1) where Csis a statistical factor based on meteorological extreme value wind data is the design annual probability of exceedance Years in t Requiremen Life Design1= BS EN 40-3-1:2013EN 40-3-1:2013 (E) 15 Bibliography [1]EN40-7:2002,LightingcolumnsParte7:Requirementsforfibrereinforcedpolymercomposite lighting columns [2]EN12767,PassivesafetyofsupportstructuresforroadequipmentRequirements,classification and test methods This page deliberately left blankThis page deliberately left blankBSI is the national body responsible for preparing British Standards and other standards-related publications, information and services.BSI is incorporated by Royal Charter. 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