VOLUME 2 HIGHWAY STRUCTURES: DESIGN (SUB …

August 2017

DESIGN MANUAL FOR ROADS AND BRIDGES

VOLUME 2 HIGHWAY STRUCTURES: DESIGN (SUB-STRUCTURES AND SPECIAL STRUCTURES) MATERIALS

SECTION 2 SPECIAL STRUCTURES

PART 1

BD 94/17

DESIGN OF MINOR STRUCTURES

SUMMARY

This Standard covers the design of minor highway structures, including:

• lighting columns;

• cantilevermastsfortrafficsignalsand/orspeedcameras;

• CCTV masts;

• fixedverticalroadtrafficsigns.

ItincorporatestheprovisionsofBSEN40,BSEN12899,andsupersedesBD94/07.

INSTRUCTIONS FOR USE

1. RemoveBD94/07fromVolume2,Section2,Part1.

2. InsertBD94/17intoVolume2,Section2,Part1.

3. Pleasearchivethissheetasappropriate.

Note:AquarterlyindexwithafullsetofVolumeContentsPagesisavailableseparatelyfromTheStationeryOfficeLtd.


Summary: This Standard covers the design of minor highway structures, including:• lightingcolumns;• cantilevermastsfortrafficsignalsand/orspeedcameras;• CCTVmasts;• fixedverticalroadtrafficsigns.ItincorporatestheprovisionsofBSEN40,BSEN12899,andsupersedesBD94/07.

Design of Minor Structures

BD 94/17 Volume 2, Section 2, Part 1

HIGHWAYS ENGLAND

TRANSPORT SCOTLAND

LLYWODRAETH CYMRUWELSH GOVERNMENT

DEPARTMENT FOR INFRASTRUCTURE NORTHERN IRELAND

August 2017

Registration of AmendmentsVolume 2 Section 2Part 1 BD 94/17

Amend No Page No Signature & Date of incorporation of amendments


REGISTRATION OF AMENDMENTS

August 2017

Registration of AmendmentsVolume 2 Section 2

Part 1 BD 94/17



REGISTRATION OF AMENDMENTS

August 2017


VOLUME 2 HIGHWAY STRUCTURES: DESIGN (SUB-STRUCTURES AND SPECIAL STRUCTURES), MATERIALS

SECTION 2 SPECIAL STRUCTURES

PART 1

BD 94/17

DESIGN OF MINOR STRUCTURES

Contents

Chapter

1. Introduction

2. GeneralPrinciples

3. DimensionalLimitations

4. UseofBritishStandardsandStandardsIssuedby Overseeing Organisations

5. Design

6. FibreReinforcedPolymerCompositeLightingColumns

7. DoorOpenings

8. WallMountedBrackets

9. Attachments

10. FlangePlateConnectionsBetweenStructureandFoundation

11. Foundations

12. References

13. Approval

AnnexALimitStatesforCantileverMasts

AnnexBFatigueChecksofSteelStructuresandGuidanceforWeldClassification

AnnexCDetailedDesignofFlangePlates

AnnexDDeterminationofShapeCoefficientsbyTesting

Chapter 1Introduction

Volume 2 Section 2Part 1 BD 94/17


1. INTRODUCTIONGeneral

1.1 ThisStandardcoverstheuseoftherelevantparts(asdof:

• lightingcolumnsmadefromconcrete,steel,alum(FRPCalsoknownasFRP);

• cantilevermastsfortrafficsignalsand/orsafetycfrom steel;

• closedcircuittelevision(CCTV)mastsmadefro

• fixedverticalroadtrafficsign/signalposts;

• high masts;

• othermasttypestructures.

Notes:

(i) GuidanceandbackgroundinformationintheudesignoflightingcolumnsisgiveninPD6547

(ii) ThisStandardcoverstheuseofTheInstitutionGuide07,HighMastsforLightingandCCTV,designofCCTVmasts.ThisGuidewasoriginrevisedtoincludeCCTVmastsastheyhavesi

(iii) RequirementsforthedesignoffixedverticalrorequirementsaresupplementedbythisStandar

ItsetsouttheOverseeingOrganisation’sparticularrequirementthosegivenintheBritishStandard.Inaddition,theStandardgiessentiallyfromglassfibrereinforcedplastic(FRPorFRPC).Tlimitedanditmaybecomenecessaryinduecoursetoreviewthservice.

Wherematerialsotherthanconcrete,steel,aluminiumorFRPCstandardsshallbesoughtfromtheTechnicalApprovalAuthorit

Scope

1.2 ThisStandardsetsoutthestructuraldesignrequiremenuseontrunkroadsincludingmotorways:

• lightingcolumnsandwallmountedbracketsmadFRPC,includinglightingcolumnsmountedono

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efinedherein)ofBSEN40forthestructuraldesign

inium,andfibrereinforcedpolymercomposite

ameras(hereaftercalledcantilevermasts)made

msteel;

seofBSEN40-3-1andBSEN40-3-3forthe:2004.

ofLightingProfessionalsProfessionalLighting2013Edition,Sections1and2(ILPPLG07)fortheallydevelopedforhighmastlightingandhasbeenmilarfeatures.

adsignsaregiveninBSEN12899:Part1.Thesed.

swheretheseaugment,orareadditionaltovestherequirementsforlightingcolumnsmadehetechnicalbasisfortheclausesonFRPCiserequirements,onthebasisoftheirperformancein

areusedforotherminorstructuresadeparturefromy.

tsforthefollowingminorhighwaystructuresfor

efromconcrete,steel,aluminium,concreteandtherstructures,e.g.onbridges;

1/1



isStandardexcludestheelectronicdesigndinBSEN12899-Part1;

uresareoutsidethescopeofthisStandard;refertostandard.

festructuresshouldcomplywiththisStandardbuttheresaredealtwithinEN12767.

minorstructuresonallclassesofroad.

mpliancewithanypartofa“BritishStandard”oremetbycompliancewith:

tandardsbodyorequivalentbodyofanyEEAstateor

easastandardorcodeofpracticebyanyEEAstateor

asastandardbyapublicauthorityofanyEEAstateor

accordancewiththeproceduresetoutinregulation

alentlevelofperformanceandsafetyprovidedforby

rtytotheEuropeanEconomicAreaAgreement.

theBritishStandardsInstitutionincludingadopted

• steelCCTVmastsmountedonfoundationsinmountedonotherstructureseggantriesareou

• cantilevermastsmadefromsteelfortrafficsigthedesignrequirementsforpermanentandtemBD51(DMRB2.2.4)shallbeused;

• fixedverticalroadtrafficsign/signalposts.Threquirementsofcertaintrafficsigns,asdefine

• high masts;

• othermasttypestructures.

Notes:

(i) ThestructuralrequirementsforlatticestructBSEN1993-3-1:2006oranyotherrelevant

(ii) Thestructuralrequirementsforpassivelysapassivesafetycharacteristicsofsuchstructu

(iii) InNorthernIrelandthisStandardappliesto

Mutual Recognition

1.3 Wherethereisarequirementinthisdocumentforcoothertechnicalspecification,thatrequirementmayb

(a) astandardorcodeofpracticeofanationalsTurkey;

(b) anyinternationalstandardrecognisedforusTurkey;

(c) atechnicalspecificationrecognisedforuseTurkey;or

(d) aEuropeanTechnicalAssessmentissuedin(EU)No305/2011;

providedthattherelevantstandardimposesanequivthestatedStandardortechnicalspecification.

“EEAState”meansastatewhichisacontractingpa

“BritishStandard”meansanystandardpublishedbyEuropeanorotherinternationalstandards.

1/2

theground.TherequirementsforCCTVmaststsidethescopeofthisStandard;

nalsand/orspeedcameras.ThisStandardexcludesporarycantileversignandsignalgantriesforwhich

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ortheconstructionandimprovementoftrunkrovidedthat,intheopinionoftheOverseeingnalexpenseordelayprogress.DesignrschemeswiththeOverseeingOrganisation.tsarebasedontheSpecificationforHighwayNorthernIrelandthisstandardshouldbeusedonirementsinexistingstandardsduringaperiodofgreedwiththeOverseeingOrganisation.

Implementation

1.4 ThisStandardshouldbeusedforthwithonallschemesfroads,includingmotorways,currentlybeingprepared,pOrganisation,thiswouldnotresultinsignificantadditioOrganisationsshouldconfirmitsapplicationtoparticulaWheretheOverseeingOrganisation’scontractdocumenWorks(MCHW1)useofthisStandardismandatory.Inallroads.WherethisStandardduplicatesorcoversrequco-existence,itshalltakeprecedenceunlessotherwisea

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1/3



1/4
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Chapter 2General Principles


hichset-backismeasured’,asreferredtoinTD19

2. GENERAL PRINCIPLESSiting

2.1 ThesitingofminorstructuresshallaccordwiththeTstructureconsidered.Thisshallincludeconsideratio

TD9 TD18 TDLightingcolumns ü ü

Cantilever masts ü ü ü

CCTV masts ü ü

Roadtrafficsigns ü ü

Othermasttypestructures

ü * ü

Table 1: TDs

Note:Wherepossiblecantilevermastsshouldnotbelocated*thesemaybeapplicabledependingontypeofmas

Layout

2.2 Allelementsofminorstructuresshallcomplywithtallowingfordeflectionsduetodead,live,windand

2.3 TheclearnewconstructionheadroomforroutesothasdefinedinTD27Table8(DMRB6.1.2)forFootbmastsaresitedonhighloadroutes,theclearnewcoasdefinedinTD27Table8(DMRB6.1.2).Inadditgiventosettlementwhencalculatingheadroom.

2.4 RequirementsforthevehiclerestraintsystemshallbThesetbackofthevehiclerestraintsystemtotheedrequirementsoftheOverseeingOrganisation.Wheresignalpostsareprovided,inaccordancewithTD89required,unlessrequiredbytheexistenceofotherh

2.5 TheclearancefromthefrontofthevehiclerestraintselectedfromtheWorkingWidthgiveninBSEN13

Protection for Road Users and Structure

2.6 CantilevermastsandCCTVmastsshallbelocatede

(i) morethan4.5metresfromthe‘Pointfromw(DMRB2.2.8);or

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(ii) onaslopesuchthattheundersideoftheedgeofthecarriagewayclosesttothepo

DsandTAsasshowninTable1asrelevanttothenofvisibilitybytheapproachingtraffic.

19 TD23 TD33 TD34 TA74ü ü ü

ü ü

ü

ü * ü ü

and TAs

onunder-bridges.t.

heclearancesspecifiedinTD27(DMRB6.1.2)afterHighVehiclebuffetingloads.

erthanhighloadroutesshallbe5,700mmminimum,ridgesandSign/SignalGantries.Wherecantilevernstructionheadroomshallbe6,450mmminimum,iontostructuraldeformations,considerationshallbe

eagreedwiththeTechnicalApprovalAuthority.geofthecarriagewayshallbeinaccordancewiththepassivelysafesignposts,lightingcolumnsortraffic/08,furthervehiclerestraintsystemsshallnotbeazards.

systemtothefaceoftheminorstructureshallbe17,Part2,orotherrelevantstandards.

ither:

2/1

flangeplateismorethan2metresverticallyabovethest;or

2/2

Chapter 2General Principles


te

2.7

Equi

2.8.

al

In-Si

2.9esd

Ident

2.10

Use o

2.11

Prote

2.12

2.13 e

(iii) behindasafetybarrierconformingtotherequirementsofTD19(DMRB2.2.8)andanappropriaworkingwidth.

PositioningofcantilevermastsandCCTVmastsinotherlocationsshallbesubjecttotheapprovaloftheTechnicalApprovalAuthority.

WherethepostofthecantilevermastorCCTVmastislocatedbehindavehiclerestraintsystemmeetingtherequirementsofBSEN1317:Part2,furthervehiclerestraintsystemsarenotrequired.

pment

Allluminaires,lanterns,brackets,signs,trafficsignals,speedcamerasandassociatedequipmentshallbesecurelyattachedtothestructureusingvibrationresistantfixingsstrongenoughtowithstanddesignloadsThestructuraldesignshallmakeadequateprovisionfortheattachmentofequipmentandshallconsiderredundancy.(i.e.canthefailureofasingleitem,likeabolt,causethefailureoftheentiresystem?)AnysubsequentmodificationstostructuralmembersshallonlybecarriedoutwiththeapprovaloftheTechnicApprovalAuthorityinaccordancewithBD2(DMRB1.1.1)(refertoChapter4).

tu Connections

Insituconnectionsofmainstructuralmetalelementsshallbebymeansofbolts.Ifotherformsofin-situconnectionareproposedthentheirstaticandfatiguedesignstrengthshallbecalculatedfromfirstprinciplandshallbeagreedwiththeTechnicalApprovalAuthority.Alternatively,thedesignstrengthmaybebaseontheresultsoffull-scaleloadtests,subjecttotheagreementoftheTechnicalApprovalAuthority.

ification

InEnglandandWalesthestructuresiteidentificationmarkingshallbeinaccordancewithBD45(DMRB3.1.1).InScotland,TransportScotlandshallbeconsultedwhilstinNorthernIrelandtheRoadsServiceshallbeconsulted.

Wherenotreadilyidentifiablebythedesign,structuresthathavebeendesignedtobepassivelysafetoBSEN12767shallbemarkedtodifferentiatethemfromothertypesofstructures.Themarkingsystemwillincorporatethephrase“CrashFriendly”andbeplacedonthepostorcolumninapositionthatwillnotaffectthefunctionalityofanypartoftheassemblyortheidentificationmarksrequiredbyBD45(DMRB3.1.1).TheformofmarkingappropriateforindividualproductsshallbeagreedwiththeOverseeingOrganisation.

f Dissimilar Metals

Wheredissimilarmetalsaretobeused,theconnectionsshallbedesignedtoavoidtheriskofgalvaniccorrosion.Theelectricalbondingofallmetalcomponentsshallnonethelessbemaintained.

ction Against Corrosion

SurfacepreparationandpaintprotectionofsteelshallcomplywiththerelevantclausesoftheSeries1900intheSpecificationforHighwayWorks(MCHW1).

Formaterialsotherthansteelitshallbedemonstratedthattheywillhavealifeexpectancygreaterthanthservicelife.(e.g.galvaniccorrosionofaluminiumduetolocalgroundconditionsandUVdegradationofFRPCcolumns).

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Chapter 3Dimensional Limitations


3. DIMENSIONAL LIMITATIONSLighting Columns

3.1 ThedimensionalrequirementsforlightingcolumnsaregiveninBSEN40-2.Theoveralldimensionallimitations for the lighting columns covered by this Standard shall be:

Forsteel,aluminium,FRPCandconcretecolumns:

(i) posttopcolumns <20mnominalheight

(ii) columnswithbrackets <18mnominalheight

(iii) bracketprojections -notexceedingthelesserof0.25xnominalheightor3metres.

Note:NominalheightsandbracketprojectionsaredefinedinBSEN40-2:2004.

CCTV Masts

3.2 ThenominalheightofsteelCCTVmastscoveredbythisStandardshallbelessthanorequalto25m.Thenominalheightistakenastheverticaldistancebetweentheundersideoftheflangeplateandthetopofthemast.

Note:Thenominalheightexcludestheheightofcamera,mountingetc(refertoFigure1).

3.3 ThedesignheightofaCCTVmastshallbetakenastheverticaldistancebetweentheundersideoftheflangeplateandthetopoftheCCTVmastorcamerainitsoperatingposition,orotherattachments,whicheverisgreater.

Note:The“designheight”isdifferenttothe“nominalheight”andisrequiredforwindloadingcalculations(refertoFigure1).

Notes:ThedefinitionsgiveninILPPLG07,Section1.4shouldbeinterpretedasfollows:

(i) HIGHMASTshallalsorefertoCCTVmasts,meaningthesupportintendedtoholdoneormoreCCTVcameraswiththeirmountingsandhousings.

(ii) ThetermLUMINAIREshallbetakenasincludingCCTVcameras,theirmountingsandhousings.

(iii) ILPPLG07maybeusedinthedesignofCCTVmastslessthan10minheight.

Cantilever Masts

3.4 Forcantilevermasts,asshowninFigure1:

(i) NominalHeight<8.5m

Wherenominalheightistakenasthedistancebetweentheundersideoftheflangeplateandthehighestpointonthemast.(SeeFigure1.)



afficsignals,speedcamerasandassociated

(ii) CantileverProjection<8.5m.

(iii) Thehorizontalprojectedareaofanysigns,trequipment,suspendedabovethecarriagewayareashallnotexceed0.3m2.

Traffic Sign/Signal Posts

3.5 Thenominalheightoftrafficsign/signalpostsshallb

Note:Abovethisheightdynamicfactorsandfatigueshallbe

Other mast type structures

3.6 Thenominalheightofothermasttypestructuresshaontherequiredenduseusingtheabovelimitationsa

3/2

shallnotexceed1.2m2andtheverticalprojected

e<9m.

considered.

llbeagreedwiththeOverseeingOrganisationbasedsguidance.

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Figure 1 General Arrangement of Cantilever Mastof Cantilever Masts (see Table A2)

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and CCTV Mast and Structural Deformations

3/3



3/4
August 2017

August 2017

Chapter 4Use of British Standards and Standards Issued by the Overseeing Organisations


4. USE RDS ISSU IONS

4.1 Thedesig

• Lig

• CC

• Roa

Allasimp ),hereinafterreferredto

4.2 Themanu entsoftheharmonise tandardbutareforpro otcoveredbyaharmoni orksmustbefollowed. reed.

4.3 Thespeci turesforuseonmotorw

Note:InNorthern

4.4 Minorstru D2(DMRB1

4.5 Withinthe

(a) si

(b) si

(c) si

OF BRITISH STANDARDS AND STANDAED BY THE OVERSEEING ORGANISATnofminorstructuresshallcomplywiththefollowing:

htingcolumnsandcantileversignalmasts–therelevantpartsofBSEN40.

TVmasts–ILPPLG07.

dtrafficsignposts–BSEN12899-1.

lementedbythisStandardandbytheSpecificationforHighwayWorks(MCHW1as“thespecification”.

factureandinstallationofminorstructuresshallcomplywiththerelevantrequiremdstandards.Whereproductsarebeingmanufacturedfollowingtheprincipleofasducts,orapplications,notfullycoveredbythatstandard,orwheretheproductisnsedstandardthentherequirementssetoutwithintheSpecificationforHighwayWProposalstousematerials,methodsorproceduresnotcoveredbythisshouldbeag

ficOverseeingOrganisation’sproceduresfortheTechnicalApprovalofminorstrucaysandothertrunkroadsaregiveninBD2(DMRB1.1.1).

Irelandtheproceduresapplytominorstructuresonallclassesofroad.

cturesinveryexposedareasshallbeclassifiedasCategory1inaccordancewithB.1.1).

UnitedKingdom,veryexposedsitesaredefinedas:

tesathighaltitude,above250m;

teswithin5kmfromthecoast;and

tessubjecttosignificantlocalfunnelling.

4/1

4/2

Chapter 4Use of British Standards and Standards Issued by the Overseeing Organisations


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August 2017 5/1

Chapter 5Design


5. DESIGNGeneral Requirements

5.1 Minorstructuresshallbedesignedinaccordancewiththerelevantrequirementsofthestandardslistedinparagraph4.1,asimplementedbytheSpecificationforHighwayWorks(MCHW1)andbythisStandard.

Structural Criteria

5.2 Thedesignlifeshallbe25years,unlessotherwiserequiredbytheTechnicalApprovalAuthority.

Limit States

5.3 Minorstructuresshallbedesignedtosatisfytherelevantultimatelimitstatesandtheserviceabilitylimitstate,including,forsteelstructures,meetingfatiguecriteria.

Lighting Columns:

5.4 ForlightingcolumnsthepartialsafetyfactorsandcriteriaforserviceabilityandultimatelimitstatesshallbetakenasClassBasgiveninBSEN40-3-3.

Thehorizontaldeflectionsofeachlanternconnectionshallconformtoclass2asspecifiedinBSEN403-3Table3.

CCTV Masts:

5.5 ForCCTVmaststhepartialsafetyfactorsandcriteriaforserviceabilityandultimatelimitstatesshallbeasgiveninILPPLG07,Clauses2.4and2.5.

ILPPLG07Clause2.3.2.3setsoutsomedeflection/rotationlimitsthataregreaterthanthoseusedpreviously.Thelimitsbelowshouldbeused.

ForCCTVapplicationsthemaststiffnessshallbesuchthatwithloadsarisingfromagustwindprofile,withawindspeedof22m/secat10mabovegroundlevel,thetorsionalrotationatthetopofthemastshallnotexceed25minutesofarc(0.0073radians)andthelineardeflectionatthetopofthepoleshallnotexceed150mm.

ThedesignershallconfirmthattheoperationaluseoftheCCTVcameraswillnotbeaffectedbytheproposedlimits.

Note:Fortheserviceabilitylimitstate:

(i) AddattheendofILPPLG07Section2.3.2.3:“ThiscalculationshalltakefullaccountoftheactualweightsoftheCCTVmast,cameras,mountings,housingsandanyotherattachments.TheOverseeingOrganisationmaydefinemorestringentrotationanddeflectioncriteriaifrequired”.

(ii) Vehiclecollisionloadsdonotneedtobeconsideredbecauseoftherequirementsimposedbyclause2.6.

Cantilever masts for traffic signals and/or speed cameras:

5.6 Cantilevermastsfortrafficsignalsand/orspeedcamerasshallmeetthecriteriaof5.6.1to5.6.3.

Chapter 5Design


xAofthisStandardwithvaluesofthepartialfactorγF hereanypermanentloadhasarelievingeffectγF shall

5.6.1 ThreelimitstatesarespecifiedinTableA1ofAnnegiven;thesecoverstrength,fatigueanddeflection.Wbetakenas1.0inboththeultimatelimitstateands

Note:Vehiclecollisionloadsshallnotbeconsidered

5.6.2 Intheserviceabilitylimitstateunderloadingcombiloading onlyshallbelimitedsuchthatthedeformatAnnexA*.

*Morestringentdeflectionlimitsshallbenecessarytobemountedsorequirethem.

5.6.3 Thedeformationattheextremitiesofthestructuralcomponentsoftheeffectsoftheloadinthesupport

Road Traffic Sign Posts:

5.7 ForroadtrafficsignpoststhepartialsafetyfactorsaaregiveninBSEN12899-1andtheUK’sNational

Minimum Thickness of Steel Sections for Cantilever Ma

5.8 Theminimumthicknessofstructuralsteelsections

(i) platesandsectionsotherthanhollowsectio

(ii) hollowsectionseffectivelysealedbyweldidrainholewithadiameterofbetween10m

Closed Hollow Sections for Cantilever Masts

5.9 Steelhollowsectionsusedincantilevermastsshallormoisturebygravityflow,capillaryactionorcondhollowsectionsshallbeofthicknessnotlessthanth

(i) thethicknessofthewallsofthehollowsec

(ii) 8mm.

Theendplatesshallbejoinedbycontinuousstructu2.Shouldtherebeapossibilityofwaterenteringanprovided.Thesizeoftheholeshallbeappropriatet10mmorgreaterthan15mmdiameter.Hollowsecprovidedwithsuchdrainholesatalllowpoints.

5/2

Fatigue Criteria for Steel Structures

5.10 Therulessetoutin5.10to5.16shallbeusedforssteelcantilevermasts.TheserulesmaynotbeappshallbesubjectedtoTechnicalApprovalprocedursteel are not covered by the fatigue rules in this StTechnicalApprovalproceduresassetoutin4.2.

erviceabilitylimitstate.

.

nation1,thedeflectionsandrotationsduetowindionsdonotexceedthevaluesgiveninTableA2of

whentheperformancerequirementsoftheequipment

supportshallbederivedfromthesumoftheposts,cantileverandsignsupports,[seeFigure1].

ndcriteriaforserviceabilityandultimatelimitstatesAnnex.

sts

usedincantilevermastsshallbeasfollows:

ns: 6mm

ng,otherthanasmall mand15mm: 5mm

bedesignedtoresisttheingressandretentionofwaterensation.Theplatesusedtoclosetheopenendsofelesserofthefollowing:

tion;

ralqualityweldingtoBSEN1011:Parts1anddsubsequentlyfreezing,thendrainholesshallbeothevoidbeingdrained,butshallnotbelessthantionsinnon-corrosiveorgalvanisedsteelshallbe

August 2017

teellightingcolumns9mandaboveinheightandtoalllicabletoveryexposedsites;insuchcasesthedesignesassetoutin4.3.Structuresinmaterialsotherthanandard and in such cases the design shall be subjected to

August 2017 5/3

Chapter 5Design


Inallcasestheprocedurestobeusedforfatigueassessmentshallbeagreedbetweenthedesigner,theclientandtheOverseeingOrganisation,see4.2above.

5.11 ThestringentdeflectionrequirementsforthedesignofCCTVmastsmeanthatstressrangesinducedbydynamicresponsetowindloadingarelikelytobelow.Thusfatigueisunlikelytobeacriticaldesignconditionprovidedsuitabledetailsareused.HoweverforCCTVmastssitedinveryexposedlocations,asdefinedin4.4fatigueshallbeconsidered.

5.12 Fatiguedamageismostlikelytooccuratoradjacenttoweldsornearsharpcornerscreatingstressconcentrations;particularlyvulnerablepositionsare:

(i) flangeplates:

• attheweldthroatbetweenthecolumnandflange;

• intheparentmetaladjacenttotheweld;

(ii) dooropenings:

• at welded attachments;

• atpoorlyfinishedcutedges;

(iii) atanystiffeningbetweenthecolumnandtheflange;

(iv) shoulderjoints:

• at the weld throat;

• intheparentmetaladjacenttotheweld.

Atsuchpositions,fatiguepronedetailsshouldbeavoided.

5.13 Fatigueiscriticallydependentongeometricalconfigurationsandfabrication.StiffenedandunstiffeneddooropeningsshouldcomplywiththeconstraintsshowninFigure2.Inadditionthefollowingfabricationconstraints should be met:

(i) sharpirregularitiesatfreeedgesduetotheflamecuttingprocessshouldbegroundout;

(ii) noweldingshouldbecloserthan10mmfromtheedgeoftheunstiffeneddooropening;

(iii) longitudinaledgestiffenersshouldbecontinuousovertheirfullextent.

(ix) Whereshoulderjointsareused,theyshouldhaveanangleofinclinationtotheaxisofthecolumnofbetween12°and35°.(SeeFigure3whichshowsatypicalshoulderjoint).

5.14 Generally,whenundertakingfatiguechecksnominalstressesshouldbeusedbasedonnominalsectionproperties.Thestressconcentrationsinherentinthemake-upofaweldedjoint(arising,forexample,fromthegeneraljointgeometryandtheweldshape)aregenerallytakenintoaccountintheclassificationofthedetails.Otherwisethenominalstressesshouldbemultipliedbystressconcentrationfactorsderivedfromstressanalysisofthejointorfrompublisheddata.

Chapter 5Design


determinealoadingspectrafromwinddataefatigueloadingprovisionsgiveninAnnexBmaybe

5.15 Inordertoundertakeafatiguecheckitisnecessarytoappropriatetothesite.Intheabsenceofsuchdata,thadopted.

5.16 ClassificationmaybederivedbyfatiguetestingofastestinglaboratoryandcoveringanappropriatestressSufficienttestsshouldbeundertakentoprovideadesdeviations.

5.17 Intheabsenceofdataonfatiguelifecurvesandloadifollowed.

Determination of Shape Coefficients

5.18 Wherewindtunneltestsarenecessaryforthedetermlanterns,thetestingshallbecarriedoutinaccordance

5/4

ampleoftypicalfull-scaledetailsinanindependentrangetoenableafatiguelifecurvetobederived.igncurverepresentingmeanminus2standard

ngspectra,theproceduresetoutinAnnexBshallbe

inationofshapecoefficientsforcolumns,bracketsandwithAnnexDofthisStandard.

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Chapter 5Design


Figure 2 Door

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Openings

No

t le

ss

than

30

0mm

As

per

stan

dard

Gre

ater

of

P1

or

P2

(min

imum

)A

s pe

r st

anda

rd10

0mm

min

imum

radius r ≥ 20mm

5/5

Chapter 5Design


Figure 3 Typical S

5/6

houlder Joint

August 2017

Chapter 6Fibre Reinforced Polymer Composite Lighting Columns


6. FIBRE REINFORCED POLIGHTING COLUMNS

Design

6.1 Loading.DesignloadsandmomentsshallbedetermBSEN40-7asimplementedbythisStandard.

6.2 ThefactorβforthedynamicbehaviouroftheFRPCBSEN40-7:AnnexB:FigureB.1.

Verification of Structural DesignGeneral

6.3 ThestructuraldesignofFRPCcolumnsshallbeveresultstakeprecedenceinallcases.

Calculations

6.4 DesigncalculationsforFRPCcolumnsshallbeina

6.5 ThemechanicalpropertiesoftheFRPmaterialtobdeterminedfromtestsusingflatsheetsamplesmanproductioncolumn.Flexuralstrengthandthemodudeterminedtogetherwiththeshearmodulusandthemadeoftheresultstodetermine95%confidenceli

Use of Other Materials

6.6 AllothermaterialsincorporatedintheFRPcolumnpartsofBSEN40.

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LYMER COMPOSITE

inedinaccordancewithBSEN40-3-1and

columnshallbedeterminedbyreferenceto

rifiedeitherbycalculationsorbytesting.Thetest

ccordancewiththerequirementsBSEN40-7.

eusedinthestructuraldesigncalculationsshallbeufacturedinthesamemannerasthatproposedfortheliinbothlongitudinalandtransversedirectionsshallbePoisson’sratio,δ12.Astatisticalassessmentshallbemitsofthevaluestobeused.

sshallcomplywiththeSpecificationandtherelevant

6/1

6/2

Chapter 6Fibre Reinforced Polymer Composite Lighting Columns


August 2017

August 2017

Chapter 7Door Openings


7. DOO7.1 Whered viding

informat

7.2 Alternati dedtheyareshownto n.

7.3 Columns ouldcauseanaccident rovedmetalchainor ns.

7.4 Whereth nalwitheightormore lothercasesthedesig ebasedontheresul dbetweenthedesigner

Nomheigh

openings for ete columns ht x width) (mm)80x95

8

8

8

R OPENINGSooropeningsarerequired,thesizesgiveninTable2shouldbespecifiedwhenproionforAppendix13/1oftheSpecification.

vedooropeningsselectedfromthesizesgiveninBSEN40-2maybeused,provibeadequateforthesizeofequipmenttobehousedandmaintained,inthecolum

mountedonstructuresorinsituationswherethereisariskthatadetacheddoorcifitfellontheareabelowshallhavetheirdoorshingedorheldcaptivebyanappstrapwhichshallbesufficientlyrobust,tosupportthedoorinseveregaleconditio

esectioncontainingthedooropeningissteeloraluminiumandcircularorpolygosides,designstrengthsshallbecalculatedinaccordancewithBSEN40-3-3.Inalnstrengthshallbecalculatedfromfirstprinciples.Alternatively,thedesignshallbtsoffull-scaleloadtests.Inallsuchcasestheprocedurestobeusedshallbeagree,theclientandtheOverseeingOrganisationsee4.2above.

inal column t (h) in meters

Type of door Door opening for metal columns

(height x width) (mm)

Door concr(heig

5 and 6 single door 500x100 6

7/1

,10and12 single door 600x115 680x130

,10and12 extendedsingledoor – 900x130

,10and12 double doors 500x120 or600x115each

–

Table 2 Door Opening Sizes

Chapter 7Door Openings


7/2
August 2017

Chapter 8Wall Mounted Brackets


KETSncewiththerelevantrequirementsforcolumnmeansofaflangeplateandanchoragewhichshallbe

edshallbecapableofcarryingtheadditionalloadsandThedesignerofthebracketshallprovidethenecessary

8. WALL MOUNTED BRAC8.1 Wallmountedbracketsshallbedesigned,inaccorda

brackets.Thebracketshallbefixedtoitssupportbydesignedinaccordancewithparagraph10.9.

8.2 Thewallonwhichthewallmountedbracketsarefixotherforcesthatmaybetransmittedbythebracket.loadsforotherstoassesstheadequacyofthewall.

August 2017
8/1

8

Chapter 8Wall Mounted Brackets


/2
August 2017

Chapter 9Attachments


otherthanCCTVcamerasandtheirassociatedmentsarespecifiedtheyshallbeincorporatedintothellowingprovisions:

designedtoresisttheadditionalloading,whichshallnceontheSpecification(MCHW2).WhereappropriateedinaccordancewithILPPLG07.

theattachmentsshallbedesignedsuchthattheilarly,accessforinstallation,inspectionormaintenanceonoftheCCTVcamera.WhereattachmentsarelocatedallbedesignedasdemountabletoallowtheCCTV

9. ATTACHMENTSGeneral Requirements

9.1 Minorstructures,otherthanCCTVmasts(see9.6tEN12899-1)shallbedesignedfortheattachmentgoncantilevermasts.

9.2 Theattachmentshallbetakenasasign,detailsofw

(i) Thesignshallbetakenasrectangularinele

(ii) Theeccentricityfromthecentrelineoftheas300mm.

(iii) Theheightabovegroundlevelatthecolum2500mm.

(iv) Theorientationofthesignshallbeselectedconditionbeingconsidered.

9.3 TheforcesduetodeadandwindloadsonthesignadeterminedinaccordancewithBSEN40-3-1.ThederivedfromBSEN1991-1-4forthespecificshape

9.4 Wherelargersigns,wastepapercontainers,flowerbdesignedtoresisttheadditionalloadings.Whereapaccordancewithparagraph9.3.

9.5 Minorstructuresdesignedtocarryattachmentsgreamanufacturer’sfeaturesormarkstoenablethemtotheirservicelife.Theuniqueidentifyingmarkshallotherrequirementsfortheidentifyingmarkshallbe

Attachments to CCTV Masts

9.6 CCTVmastsshallnotbedesignedforattachmentsequipmentunlessotherwisespecified.WhereattachdesignoftheCCTVmastsinaccordancewiththefo

9.7 Whereattachmentsaretobeused,themastshallbebedescribedinAppendix13oftheNotesforGuidatheadditionaldeadandwindloadsshallbecalculat

9.8 WhereattachmentsarerequiredtheCCTVpoleandoperationoftheCCTVcameraisnotimpeded.Simofanattachmentshallnotinterferewiththeoperatibelowtheoperatingpositionofthecamera,theyshmountingtoberaisedandlowered.

August 2017

o9.8below)andfixedtrafficsign/signalposts(seeiveninparagraph9.2.Attachmentsshallnotbeallowed

hichshallbe:

vation,withasurfaceareaof0.3m2.

columntothecentreofareaofthesignshallbetaken

ntothecentreofareaofthesignshallbetakenas

toproducethemostadverseeffectsforthedesign

ndbracketprojectingfromthecolumnshallbeshapecoefficientofthesignshallbetakenas1.8unlessandaspectratioofthesign.

asketsetc,aretobeattached,thecolumnshallbepropriatetheadditionalloadingsshallbecalculatedin

terthanthosedefinedin9.2shallhaveidentifyingbeclearlyandunambiguouslyidentifiedthroughoutbelistedasrequiredbyBD62(DMRB3.2.1).AllasrequiredintheSpecification.(See4.1).

9/1

9/2 August 2017

Chapter 9Attachments


August 2017 10/1

Chapter 10Flange Plate Connection Between Steel Structure and Foundation


10. FLANGE PLATE CONNECTION BETWEEN STEEL STRUCTURE AND FOUNDATION

General

10.1 Wherefoundationsconsistofreinforcedconcrete,theconnectionbetweenthestructureanditssubstructureshallbedesignedinaccordancewithclauses10.2to10.24asappropriate.

10.2 Astructurewithaflangeplateshallbefixedtothefoundationorbridgedeckbyanattachmentsystemandanchoragewhichshallbecapableofprovidingtherequiredrestraint.Thiswillusuallytaketheformofholdingdownboltswhichconnectwithananchorage.AnchoragesofexpandingtypeshallnotbeusedunlesstheirlongterminsituperformanceunderfatigueloadingcanbedemonstratedtothesatisfactionoftheTechnicalApprovalAuthorityandtheOverseeingOrganisation.Theattachmentsystemshallallowthestructuretobedemounted,or,forlightingcolumns,besuchthatremovalandreplacementofdamagedlightingcolumnsmaybereadilyachieved.

Note1:Theproceduregivenin10.4to10.21isbasedontheflangeplateanditsconnectionsbeingdesignedtoresistvehicleimpact.Forminorstructuresthatsatisfytherequirementsofclauses2.6(i),2.6(ii)or2.6(iii)designagainstvehicleimpactisnotrequired.Insuchcasestheflangeplateanditsconnectionsshallbedesignedfordeadloadandwindloadsonly.ThisshallbeachievedbytakingMR in the formulae following asthebendingmomentatthebaseofthestructurederivedfromtheultimatefactoreddeadload(permanentactions)andwindloads(variableactions).

Note2:Wherecantilevermastsarelocatedwithin4.5metresofthe‘Pointfromwhichset-backismeasured’,asreferredtoinTD19(DMRB2.2.8)orwithinthecentralreserve,thedesignofattachmentsystemsandanchoragesshallbesuchthatremovalandreplacementofdamagedcantilevermastsmaybereadilyachieved.Thisshallbeachievedbyprovidinganinternallythreadedcomponentintheanchoragetoreceivetheholdingdownbolts.

10.3 TypicalarrangementsareshowninFigure5whichapplytobothplatessupportedonbeddingmaterialandplatessupportedonlevellingnutsonly,withouteffectivebedding.

10.4 Whentheweightofthestructureistobecarriedbynutsbeneaththeflangeplate,theholdingdownboltsshallbedesignedtoresistalladditionalstressesarisingfromthisconstructiondetail,andprotectedagainstcorrosion.Whentheweightofthestructureissupporteddirectlythroughtheflangeplatetothesubstructure,thespaceshouldbepackedwithasuitablebeddingmortar.

10.5 Thediameterofcircularflangeplatesshallnotbelessthanthepitchcirclediameteroftheholdingdownboltsplus2.5timesthediameterofthebolts.

10.6 Inthefollowingprocedureitisassumedthatbendingaboutthev-vaxiswillbecritical,whichisthecaseforcolumnsonsquareflangeplateswithfourholdingdownboltsasshowninFigure5.ThemoregeneralcaseiscoveredinAnnexC.

10.7 Theflangeplateshallbecapableofdevelopingamomentofresistanceabouteachaxis,takenattheundersideoftheflangeplate,atleast1.2timesthetheoreticalultimatemomentcapacity,MR(=Mup)oftheactualstructurecalculatedatbaselevelinaccordancewithBSEN40-3-3:Clause5.6.2.



akenas:

(in N.m) (inN.m)(in N.m)

andfortheouterfilletweldofdetailAinFigure5,

plate.

iveninAnnexC.

10.8 Thebendingmomentintheflangeplateshallthusbet

⎭⎬⎫

⎩⎨⎧

−=4a

20.63D5.0 1.2MM R

( ) 2f

p γx

4 x t0.63Dc 2M −

=

whereD=2RandRisthemeanradiusasdefinedinBshowninFigure5.

10.9 Themaximumbendingintheflangeplate,M,shallnoplate,Mp.ForasquareflangeplatewithacentrallylocFigure5,detailB),Mp is given by:

⎭⎬⎫

⎩⎨⎧

−=4a

20.63D5.0 1.2MM R

( )M

2f

p γx

4 x t0.63Dc 2M −

=

where:

γM=1.15;c=thewidthoftheflangeplate(inmm);tf

fy=theyieldstressintheflangeplate(inN/mm2);and

WherethecentrallylocatedholeandthecolumnbaseMpshallbecalculatedinaccordancewiththeprocedu

10.10 Shearandbearingshouldnotgovernthedesignofthedownboltscomplywiththefollowingrequirements.Tholetotheedgeoftheplateshallnotbelessthan1.5d

Inaddition,forslottedholestheminimumdistancefrotheplateshallnotbelessthan1.5dandtheminimumdholetotheadjacentedgeoftheplateshallnotbelesst

Design of Welds

10.11 Theconnectionbetweenthecolumnandtheflangeplaultimatemomentofresistanceoftheactualcolumnanin10.7above.

10.12 Weldsshallbedeemedtomeettheserequirementsprothankxtwhere:k=avaluebetween1.0and1.5depe

Forexample:

k=1.5forthefilletweldsofdetailBinFigure5,

k=1.0forafullpenetrationbuttweld.

t=thewallthicknessofthecolumnattheflange

Amoreaccurateprocedureforthedesignofweldsisg

10/2

3M

y

x10f

(in N.m)

SEN40-3-3:Figure3;andaistheboltspacingas

texceedtheplasticmomentcapacityoftheflangeatedholenotexceeding0.3Dindiameter(referto

3y

x10f

(in N.m) (inN.m)

=thethicknessoftheflangeplate(inmm);

Disasdefinedin10.8.

arethesamediameter(refertoFigure5,DetailA),regiveninAnnexC.

flangeplate,providededgedistancesoftheholdingheminimumdistancefromthecentreoftheboltwheredisthediameterofthehole.

mtheaxisoftheslottedholetotheadjacentedgeofistancefromthecentreoftheendradiusofaslottedhan1.5d.

teshallbecapableofdevelopingthetheoreticaldtheequivalentultimateshearforce,bothasderived

videdthethroatthicknessofthetopweldisnotlessndingonthetypeofwelduse.

August 2017



Design of Holding Down Bolts

10.13 TheholdingdownboltsshallbecapableofdevelopinactualcolumnMR(=Mup)calculatedatthebaselevelanequivalentultimateshearforce,FR(=2MR).

10.14 Thetensilestress(σ)inholdingdownboltsmaybeta

et

3R

A a 210 x M 1.2

=σ

(eqb

R N/m A nF 1.2

=τ

q⎪⎩

⎪⎨⎧

⎟⎟⎠

⎞⎜⎜⎝

⎛ τ+⎟⎟

⎠

⎞⎜⎜⎝

⎛ σf

2f

22

t

where:

Aet=thetensilestressareasinthethreadofthebolto

a=theboltspacingasshowninFigure5.

10.15 Theshearstress(τ)intheboltsmaybetakenas:

e

R

A a 21 x M 1.2

=σ

(eqb

R N A nF 1.2

=τ

q⎪⎩

⎪⎨⎧

⎜⎜⎝

⎛ τ+⎟⎟

⎠

⎞⎜⎜⎝

⎛ σf

2f

2

t

where:

Aeq=thesectionalareaoftheunthreadedshankofthepartbuttakenasAetiftheshearplanepassesthrough

nb=totalnumberofboltsfixingtheflangeplate.Wheholeswheretheslotalignswiththedirectionoftheap

10.16 Boltsintensionandshearshallcomplywith:

et

3R

A a 210 x M 1.2

=σ

(eqb

R N/m A nF 1.2

=τ

q ⎪⎭

⎪⎬⎫

⎪⎩

⎪⎨⎧

⎟⎟⎠

⎞⎜⎜⎝

⎛ τ+⎟⎟

⎠

⎞⎜⎜⎝

⎛ σf

2f

22

t

where:

γmistakenas1.30;ft is the lesser of:

(i) 0.7xminimumultimatetensilestress;or

(ii) eithertheyieldstressorthestressatpermane

fq=yieldstressofbolts(factoredby0.85inthecaseo

August 2017

gthetheoreticalultimatemomentcapacityoftheinaccordancewithBSEN40-3-3:Clause5.6.2and

kenas:

( )2N/mm

)2m

Mγ≤

⎪⎭

⎪⎬⎫ 1

2/1

btainedfromtheappropriatestandard;

( )2

t

3

N/mm 0

)2/mm

Mγ≤

⎪⎭

⎪⎬⎫

⎟⎟⎠

⎞ 12/12

boltiftheshearplanepassesthroughtheunthreadedthethreadedpart;

reslottedholesareusednb shall not include bolts in pliedshearforce.

( )2N/mm

)2m

Mγ≤

12/1

ntsetof0.2%,asappropriate;

fblackbolts).

10/3



10.17 Dueconsiderationofthecapacityofthecompletean1.5FR)shouldalsobemadewithregardtoembedm“HoldingdownboltdesigntoEurocode2”,Concret

Bearing Stresses Under Flange Plates

10.18 Thebearingstressonthefoundationmediumshouldbendingmodev-v,oneitheraplasticorelasticbasisstressforbendingaboutv-vmaybetakenas:

0.5c(aR) - c (0.7 0.710 x M 3

2

3R

+

whereMR,c,aandRareallasdefinedabove.

10.19 ThebearingstressesinanybeddingmortarunderthThemaximumbearingstressesontheconcreteunderequirementsofBSEN1992.

10.20 Therequirementsforfoundationsonmasonryshall

10.21 Forbasesfoundedonsteelbridgedecksamorethorthisstandard.

Design of Anchorages to Bolts

10.22 Thisisdependentonthemediuminwhichtheanchocaterforamaximumtensileforce,TA,andassociate

TA=1.25σAet(inN);and FA=1.25τAeq(inN).

whereσ,τ,AetandAeqareallasderivedabove.

ThecapacityoftheanchorageshallbederivedinacEN1997).

10.23 Thesupportingstructureshallbedesignedtoresisttstrengthoftheconcreteshouldbeignoredinthecalcomponenttowhichacolumnisfixedshallbereinfinternalforcesgeneratedbytheholdingdownbolts/

Use of Levelling Nuts and Slotted Holes

10.24 Wherelevellingnuts(orothersystemofpermanentshallbeassumedthatallthebearingstressesaretranbothsidesoftheflangeplatethusneedtobesufficieduetoconcentrationofstresses.Thismaybeachievprovidedtheholeorwidthoftheslottedholedoesnholdingdownbolts.

10/4

choragetoresisttheforcesinvolved(1.5MR and entandpulloutbasedona90°conerecommendedineSociety,2010.

bederivedonabasiscompatiblewiththeassumedasrequired.Onaplasticbasis,themaximumbearing

)/(

0.7R)2mmN

+

eflangeplatesshallnotexceed20N/mm2.raflangeplateshallbeinaccordancewiththe

beagreedwiththeOverseeingOrganisation.

oughanalysisisrequiredandisoutsidethescopeof

ragesaremade.Theanchoragesshallbedesignedtodshear,FA, as follows:

cordancewithSection11(andtherelevantpartsof

heaboveanchorageloadswithoutdamage.Thetensileculations.Theconcreteinthefoundationorbridgeorcedagainstburstingassociatedwiththeaboveanchoragesystem.

packers)arebeingusedwithouteffectivebeddingitsferredtothelevellingnuts.ThenutsandwashersonntlyoversizedtopreventanylocalisedplatefailureedbyusingwasherscomplyingwithBSENISO7093,otexceeddo+4mmwheredo is the diameter of the

August 2017



ment of Flange Plate

usedwithcircularoroctagonalcolumnsifrequired.

(Figure3).

texceed0.3R.

10.25 Forslottedholes,whichprovideflangeplaterotationadequatethicknessshallbeprovidedonbothsidesobolts.WasherscomplyingwithBSENISO7093manotexceeddo+6mm.

10.26 Whereholeorslottedclearancesaregreaterthantheofspecialplatewashers.Wherelevellingnutsareusbelowtheflangeplate.

Figure 5 Typical Arrange

Note: 1. DetailsAandBaretypicalonlyandmaybe

2. R=meanradiusasdefinedinBSEN40-3-3

3. ‘*’:Radiusofcentrallylocatedholeshallno

August 2017

sofupto±5°asshowninFigure6,washersofftheflangeplatetotransferloadintotheholdingdownybeusedprovidedthewidthoftheslottedholesdoes

abovevalues,considerationshouldbegiventotheuseedthenutandwashersizeshallbethesameaboveand

10/5

10/6



Figure 6 Slotted Holes Arrangement

August 2017

Au

Chapter 11Foundations


1Fo

11

;or

riate;

7as

No tabilityllbeGuide,

No

11 on.

FoPl

11 tedthe

No .Whereraph11.6

To heca

11 e.g.herbecrum

11

1. FOUNDATIONSundations – General

.1 Foundationsshalleitherconsistof:

(i) reinforcedconcrete,designedinaccordancewithparagraphs11.10to11.16asappropriate

(ii) plantedcolumnsandposts,designedinaccordancewithparagraphs11.3to11.9asapprop

(iii) plantedprefabricatedconcreteormetalcolumnsdesignedinaccordancewith11.3to11.1appropriate.

te: Thedesignrulesgiveninparagraphs11.3to11.12donotapplytofoundationsonslopes,wheresofthegroundneedstobetakenintoaccount.Insuchinstances,specialistgeotechnicaladviceshasought.GuidancecanbefoundinChapter5oftheInstituteofHighwayEngineersSignStructures3rdEdition(2010).

te: PlantedcolumnsshallnotbeusedforCCTVmasts.

.2 AlternativeformsoffoundationmaybeusedsubjecttotheapprovaloftheOverseeingOrganisati

undations for Planted Columns, Posts and Prefabricated Foundationsanting Depth:

.3 Whereaminorstructureistobeplanteddirectlyintheground,theplantingdepthshallbeselectedfromTable7ofBSEN40-2relatedtotheoverallheightofthestructure.Inthecaseofprefabricafoundationstheplantingdepthandeffectivediametershallbeselectedtoensurecompliancewithcalculationmethodprovidedbelow.

te: Fortrafficsign/signalposts,thevaluesappropriatetothecentralcolumnofthistablemaybeusedtheheightislessthan2madepthof600mmmaybeadopted,providedtherequirementsofparagaresatisfied.

checktheadequacyoftheselectedplantingdepth,takingaccountofthegroundconditionsatthesite,tlculationproceduregivenbelowshallbeadopted.

.4 Thegreatestdestabilisingmoment,MDS,arisingfromapplicationoftheun-factoreddesignloads(windloadordynamicloadfromsnowclearance)totheminorstructureanditssupportsshouldeitcalculatedorobtainedfromthedesigner.Thedestabilisingmomentshallbecalculatedaboutafulpointlocatedat1/√2oftheplantingdepthbelowground.

Thedestabilisingmomentshallbemultipliedbyamodelfactorγs;dof1.25.

.5 ThegroundresistancemomentMg, should be calculated using the following formula:

10P x DG x M

3

g =

gust 2017 11/1



Where:

G isafactordependentonthegroundinwhichthecolumnisplanted(inkN/m2perm).RefertoTable3fortypicalvaluesofG.

D istheminimumdiameter(orminimumdistanceacrossflatsformulti-sidedsections)ofthetrafficsignintheground(inm).

P istheplantingdepth.

11.6 TheplantingdepthissatisfactoryifMg>γs;dxMDS.

11.7 Ifthiscriterionisnotsatisfiedthentheplantingdepthshallbeincreasedand/ortheeffectivediameteroftheminorstructureshallbeincreased.Thelattercanbeachievedbybackfillingtheexcavationholewithmassconcreteoranacceptablefillmaterial(referto‘Back-filling’below);theeffectivediameterofthetrafficsign/signalpostmaythenbetakenastheminimumdiameteroftheexcavationhole.

Quality of soil G (kN/m2 per m)

Soil Impact Factor

ksi

Good:Compact,well-gradedsandandgravel,hardclay,well-gradedfineandcoarsesand,decomposedgraniterockandsoil. Goodsoilsdrainwell.

630 0.2

Average:Compactfinesand,mediumclay,compactwelldrainedsandyloam,loosecoarsesandandgravels. Averagesoilsdrainsufficientlywellthatwaterdoesnotstandonthesurface.

390 0.3

Poor:Softclay,clayloam,poorlycompactedsand,clayscontainingalargeamountofsiltandvegetablematter,andmade-upground. WheretheQualityisunknown,itshallbetakenasPoor.

230 0.5

WheretheQualityisunknown,itshalltakenasPoor.

Table 3 Ground Factor G and soil impact factor ksi

Back-filling:

11.8 ThecalculationofgroundresistancemomentMg,isbasedontheexcavatedholeintowhichtheminorstructureisplantedbeingback-filledwiththeexcavatedmaterialormaterialofbetterquality.

Thefollowingshallbespecifiedtotheinstaller:

(a) allback-fillingmaterialshallbeplacedin150mmthicklayersandwellcompacted;wherethemanufacturerproposestouseprecastfoundations,thebackfillingmaterialandprocedureshallbedescribed;

(b) duringcompaction,careshallbetakentoensurethatthecorrosionprotectionsystemfortheminorstructure is not damaged;

11/2 August 2017


Annex 11Foundations

(c) wheretheexcavatedholeisback-filledwithconcrete,theconcreteshallextendfromthebaseofthe minor structure to ground level; and

(d) wherepavingorbituminoussurfacingistobeappliedaroundtheminorstructure,thetopleveloftheconcretemaybereducedbythethicknessofthesurfacing.

11.9 Plantedcolumnsshallincorporateamechanismwhichpreventsrotationofthecolumnorpostinthegroundunderwindloadingwheresignificanttorsionalloadingcanarise.Thedesignofplantedcolumnsshalltakeaccountofsettlementanditseffectonclearancesifrelevant.

Foundation for Columns with Flange Plates

11.10 ThedesignprinciplesoffoundationsshallbebasedonthedesignmethodsgiveninBSEN1997-1.ThefoundationshallbedesignedtoresistthefoundationdesignmomentMfd and foundation design shear force Ffdderivedasfollows.

MfdshallbethegreateroftheimpactmomentMiandthemomentobtainedfromBSEN40-3-1,BSEN12899-1orILPPLG07asappropriate,factoredbytheappropriatepartialfactoronload,γF (refertoBSEN1997),forthefailuremodeunderconsideration.

FfdshallbethegreateroftheimpactshearforceFiandthehorizontalforceobtainedfromBSEN40-3-1, BSEN12899-1orILPPLG07asappropriate,factoredbytheappropriatepartialfactoronload,γF (refertoBSEN1997),forthefailuremodeunderconsideration.

Fordestabilizingactions(e.g.overturningmoment)γF;dstshallbetakenasatleast1.5.

Forstabilizingactions(e.g.gravityresistancetooverturning)γG;stbshallbetakenas0.9orless.

MiandFi are derived as follows:

Mi=ksiMR

Fi=ksiFR

wheretheultimatemomentofresistanceoftheactualcolumnatthebaselevel,MR, is calculated in accordancewithBSEN40-3-3:clause5.6.2togetherwithanequivalentultimateshearforce,FR.

Anupperboundtotheequivalentultimateshearforcemaybetakenas:

RefertoBSEN40-3-3forthecalculationofMp.

Thisassumesthatthepointofimpactis0.5mabovethetopofthefoundation.

Thesoilimpactfactor,ksiisgiveninTable3basedonthethreetypesofsoillistedtherein.

Foundations for Cantilever Masts with Flange Plates

11.11 Whencantilevermastsarepositionedinlocationsasgiveninparagraph2.6thefollowingproceduremaybeused.

up

upR 2M

0.5M

F ==

August 2017 11/3



11.12 Foundationsshallconsistofreinforcedconcreteblocks.ThestructuralconcreteshallbedesignedinaccordancewithBSEN1992.

11.13 ThedesignloadsforthefoundationshallbethenominalloadsandnominalwindloadingappliedbythecantilevermastwhendesignedinaccordancewiththisStandard,factoredbytheappropriatepartialfactorsonload,γF(refertoBSEN1997).

11.14 ThedesignofthefoundationshallbebasedonthedesignmethodsgiveninBSEN1997,usingthepartialfactorsonactionsgivenin11.10above.

11.15 Becauseofthedifferenceinthebehaviourofthecantilevermastanditsfoundation,intheabsenceofmoreaccurate information, the following may be assumed:

Thebasicwindloadtransferredfromthecantilevermasttothesubstructureatthetopofthesubstructurereducesto1/βofthisvalueatthebottomofthesubstructureandfoundation.βisthefactorfordynamicbehaviourgiveninBSEN40-3-1:Clause3.2.4.

11.16 UnlessotherwiseagreedwiththeTechnicalApprovalAuthority,thecriteriagivenin11.10shallapplywhencantilevermastsarepositionedinlocationsotherthanthosegiveninparagraph2.6.

11/4 August 2017

Chapter 12References


12. REFERENCES12.1 British Standards Institution

BSEN40:LightingColumns:

Part1:Definitionsandterms

Part2:Generalrequirementsanddimensions

Part3-1:Designandverification–Specificationforcharacteristicloads

Part3-2:Designandverification–Verificationbytesting

Part3-3:Designandverification–Verificationbycalculation

Part4:Requirementsforreinforcedandprestressedconcretelightingcolumns

Part5:Requirementsforsteellightingcolumns

Part6:Requirementsforaluminiumlightingcolumns

Part7:Requirementsforfibrereinforcedpolymercompositelightingcolumns

BSEN1011-1:Welding.Recommendationsforweldingofmetallicmaterials.Generalguidanceforarcwelding

BSEN1011-2:Welding.Recommendationsforweldingofmetallicmaterials.Generalguidanceforarcwelding

BSEN1090-1:Executionofsteelstructuresandaluminiumstructures:Requirementsforconformityassessmentofstructuralcomponents

BSEN1317-2:Roadrestraintsystems.Performanceclasses,impacttestacceptancecriteriaandtestmethodsforsafetybarriersincludingvehicleparapets.

BSEN1991-1-4:Actionsonstructures.Part1.4WindActions

BSEN1992-1:Eurocode2DesignofConcreteStructures

BSEN1993-1-9:Eurocode3:DesignofSteelStructures:Part1.9:Fatigue

BSEN1993-3-1:Eurocode3:DesignofSteelStructures:Part3.1:Towers,mastsandchimneys–Towersandmasts

BSEN1997-1-1:Eurocode7:GeotechnicalDesign.Generalrules

BSEN12767:Passivesafetyofsupportstructuresforroadequipment.Requirements,classificationandtestmethods

BSEN12899-1:Fixed,verticalroadtrafficsigns–Part1:Fixedsigns

BSENISO7093–Plainwashers–Largeseries–ProductgradesAandC

PD6547:GuidanceontheuseofBSEN40-3-1andBSEN40-3-3,BSI

August 2017 12/1

Chapter 12References


12.2 Design Manual for Roads and Bridges

Volume1:Section1ApprovalProcedures

Volume1:Section3GeneralDesign

12.3 Manual of Contract Documents for Highway Works. (MCHW)

Volume1:SpecificationforHighwayWorks(MCHW1)

Volume2:NotesforGuidanceontheSpecificationforHighwayWorks(MCHW2)

12.4 Other Publications

HoldingdownboltdesigntoEurocode2–PublishedbyTheConcreteSociety–November2010

TheInstitutionofLightingProfessionals,ProfessionalLightingGuideNumber7,HighMastsforLightingandCCTV,2013Edition,sections1and2(ILPPLG07)

InstituteofHighwayEngineersSignStructuresGuide3rdEdition(2010)

12/2 August 2017

Chapter 13Approval


13. APPROVALApprovalofthisdocumentforpublicationisgivenby:

WelshGovernmentTransport SHAGUECardiff DeputyDirector

TransportScotland8thFloor,BuchananHouse58PortDundasRoadGlasgow RBRANNENG40HF ChiefExecutive

HighwaysEnglandTempleQuayHouseTheSquareTempleQuayBristol MWILSONBS16HA ChiefHighwayEngineer

August 2017 13/1

DepartmentforInfrastructureClarence Court10-18AdelaideStreetBelfast PBDOHERTY BT28GB DirectorofEngineering

CF103NQ NetworkManagementDivision

AlltechnicalenquiriesorcommentsonthisDocumentshouldbesentto [email protected]

Chapter 13Approval


13/2 August 2017


Annex ALimit States for Cantilever Masts

R CANTILEVER MASTS
ANNEX A LIMIT STATES FO
Limit State Description

Partial Limit State

TypeDead Load Su

Strength(STR) ULS 1.20

Fatigue SLS 1.00

Deflection SLS 1.00

Table A1 Limit States a

Element and Position Direction of DeformatTopofPost HorizontalΔx1 or Δy

TipofCantilever HorizontalΔx2TipofCantilever Vertical Δz

Table A2 Limiting Structural Deformation

*Itshouldbenotedthatthepartialloadfactor,γFL,giveninTforbuffetingduetohigh-sidedvehiclesgiveninsectionB.11experience.Thatis,theresponsefrompeakpositivepressurecalculationofheadroomisthedeflectionduetopeaknegativeapproximatelyhalfthepeak-to-peakresponse,hencethepart

August 2017

Factor on Load γF

perimposed Dead Load

Wind Load Buffeting from High Vehicles

1.20 1.20 –

1.00 1.00 1.00

1.20 1.00 0.50*

nd Partial Factors

ion Limiting1/100ofheightofpost

1/100ofoutreachplusheightofpost

1/100ofoutreachplusheightofpost

s of Cantilever Masts [See Figure 1]

ableA1is0.5.Thisisbecausethedesignpressureshavebeensettocalculatethetotalstressrangetopeaknegativepressure.Allthatisrequiredforpressurefromthestaticequilibriumposition.Thisisialloadfactor,γFL,of0.5.

A/1


Annex ALimit States for Cantilever Masts

A/2
August 2017


Annex BFatigue Checks of Steel Structures and Guidance for Weld Classification

S OF STEEL D GUIDANCE FOR ATION

thefollowingrules,nominalstressesshallbeusedentrationsinherentinthemake-upofaweldedjointyandtheweldshape)havebeentakenintoaccountin

bemultipliedbystressconcentrationfactors,tclause.

nstraintssetoutin5.13andB.8shallbemet,andlated.Howeveriftheseconstraintsarenotmetthenppropriate.

rafficsignalsand/orspeedcamerasthatprojectovergshallbeconsideredandtherequirementsofB5to

ANNEX B FATIGUE CHECKSTRUCTURES ANWELD CLASSIFIC

B.1 Whenundertakingfatiguechecksinaccordancewithbasedonnominalsectionproperties.Thestressconc(arising,forexample,fromthegeneraljointgeometrtheclassificationofthedetails.

Whereindicated,however,thenominalstressesshallindicativevaluesofwhichareprovidedintherelevan

B.2 ForreinforcementatdooropeningsthegeometriccostressrangesarounddooropeningsneednotbecalcutherequirementsofB.3orB.4shallbefollowed,asa

B.3 Forminorstructuresotherthancantilevermastsfortthecarriageway,onlyfatigueduetowindgustloadinB10shallbesatisfied.

August 2017 B/1

B.4 Forcantilevermastsfortrafficsignalsand/orspeedcamerasthatprojectoverthecarriagewaythefatigueeffectsfromwindgustloadingandhighvehiclebuffetingshallbecombinedandtherequirementsofB11toB13shallbesatisfied.

Fatigue Due to Gust Wind Loading

B.5 Acheckonfatigueatandadjacenttoeachweldedsection,includingtheendsofreinforcementatdooropeningswhererelevant,shallbeundertakenusingastressrangeσr, given by:

⎟⎟⎠

⎞⎜⎜⎝

⎛⎟⎟⎠

⎞⎜⎜⎝

⎛−=

stat

vssr c

cβ110.25σσ

where:

σs isthestresscalculatedatthispositionforthedesignforcesandmomentsspecifiedinSection4ofBSEN40-3-1;

β isthedynamicresponsefactor(Clause3.2.4ofBSEN40-3-1);

cstat istheaverageshapecoefficientforthetophalfofthecolumnasusedforthestaticanalysisandgiveninFigure3ofBSEN40-3-1;

cvs is1.2forcircularsections;

is1.3foroctagonalsectionswithr/D>0.075;

is1.45foroctagonalsectionswithr/D<0.075;

r is the radius of the corner;

D isthedistanceacrosstheflats.

B/2



B.6 Tc

where:

N

L

B

Note: Fh

B.8 F

Thefolloordertou

Flange P

(a) TK

(b) T

Shoulder

(c) Wo

hisstressrangeshallbelessthanthatobtainedfromB.7,appropriatetotheclassofdetailbeingonsidered and for a number of cycles n1 given by:

n1=106NfL

f isthefrequencyofvibrationofthecolumn(Hz);

isthedesignlifeofthestructure(years).

.7 Foradesignlifeof25years,themaximumallowablestressrangeisgiveninFigureB1.1(a)orFigureB1.1(b)appropriatetotheclassofdetailunderconsiderationanddependentonthefrequencyNf(Hz).Thesecurvesarefordesignandincorporateapartialfactoronfatiguestrength.ThemethodofdefiningtheS-NcurvesgiveninFigureB1.1(a)andFigureB1.1(b)isbytwonumbersjoinedbyahyphen.Thefirstnumberisthereferencestrengthat2x106cyclesandthesecondisthemvaluewhichisaconstantapplicabletovaluesofn1upto5x106cycles.ThisistheprocedureadoptedfordefiningfatiguestrengthinBSEN1993-1-9.ThebasisofthecurvesinFiguresB1.1(a)andB1.1(b)isgiveninB.8.

oradesignlifeofLyearsFigureB1.1maybeusedbyadoptinganeffectivefrequencyNfe as the orizontalscalegivenby:

25L x N N ffe =

atigueiscriticallydependentongeometricalconfigurationsandfabrication.

winggeometricandfabricationconstraintsoncrosssectionsofsteellightingcolumnsshallbesatisfied,insetheclassesofdetailsasprovidedinB.9.

lates

hecolumn/flangeplateweld1A,2/1and2/2showninFiguresB.2,B.3andB.4shallhaveathroatsizetimesgreaterthanthethicknessoftheadjacentshaftmaterial,whereKisgivenby:

Weld K

1A 1.10

2/1 1.25

2/2 1.25*

*Orusefullpenetrationbuttweld

hethicknessofthebasematerialtbshallbenotlessthanthethicknessoftheadjacentshaftmaterial,ts.

August 2017

Joints

eldedShoulderjointsasshowninFiguresB.5,B.6andB.7shallhaveanangleofinclinationtotheaxisfthecolumns,α,betweenthefollowinglimits:

12°<α<35°



6andB7shallhaveathroatsize10%greaterthanthe

sasintendedthelappedlengthshallbeatleast

asedon:

a)and4forFigureB1.1(b))

ybytheequationinB.4:

NfL

06Nf

m

(d) TheshoulderjointweldAasshowninfiguresB5,Bthicknessoftheadjacentshaftmaterial,ts.

(e) Toensurethatwelddetail6(seeFigureB.8)behave1.5timesthediameterofthelappedshaft.Eachsectfailureduetorusting.

Door Openings

(f) Stiffenedandunstiffeneddooropeningsshallcomplthe following fabrication constraints shall be met:

i. sharpirregularitiesatfreeedgesduetothefl

ii. noweldingshallbecloserthan10mmfrom

Longitudinaledgestiffenersshallbecontinuousove

B.9 GuidanceonclassesoftypicalwelddetailsincorporwiththeconstraintsofB.6aregiveninFiguresB.2tpractice,e.g.manualweldswithoutNDTorothertearepresentativenumberofdetailsprovidedbyaranclassificationiscriticallydependentonweldingqualprovidedisforguidanceonly.Closercontrolofthewtreatmentmayimprovetheweldclassification.ForoandreferencemadetoBSEN1993-1-9.

B.10 FiguresB1.1(a)and(b),thefatiguelifecurves,areb

(a) No.ofcyclestofailureN=2x106

where σo =detailscategory(50,…120…)

m =slopeofcurve(3forFigureB1.1(

σR =stressrange

(b) Thenumberofcyclesrelatetothefrequenc

N=106

(c) ThusforadesignlifeofLof25years:

N=25x1

⎟⎟⎠

⎞⎜⎜⎝

⎛

r

o

σσ

August 2017

ionshallbegalvanisedtoavoidtheriskofpremature

ywiththeconstraintsshowninFigureB.9.Inaddition

amecuttingprocessshallbegroundout;

theedgeofthedoorunstiffenedopening.

rtheirfullextent.

atingstressconcentrationfactors,Kf,whichcomplyoB.9forweldsmadeusingnormalcommercialsting.ThisguidancewasbasedonfatiguetestsofgeofUKlightingcolumnmanufacturers.Howeverityandfabricationmethods,andhencetheinformationeldingandfabricationprocessand/orpost-weldtherweldeddetailsspecialistadviceshouldbesought

B/3

B/4 August 2017



(d) Thus,therelationshipbetweenσRandNf(theplotsofFiguresB1.1(a)andB1.1(b))is:

i.e.

e.g.forclassdetail120:4

σo=120

m=4

σR 100 90 80 70 60 50

Nf 0.166 0.253 0.405 0.691 1.280 2.650

Fatigue from High Vehicle Buffeting

B.11 Thestressrangeσr2iinanypartofthestructureforfatigueduetohighvehiclebuffetingshallbecalculatedbyapplying:

(i) apressureofPdtotheportionofthecantileverarmandanyattachmentsabovethecarriagewayvertically downwards; and

(ii) apressureofPdtotheportionofthecantileverarmandanyattachmentsabovethecarriagewayhorizontallyagainstthedirectionofthetraffic.

ThepressurePd shall be calculated as:

Pd=600h-0.25–400(inN/m2)

Wherehiseither:

(i) Thedistancefromthetopofthehighsidedvehicletotheundersideofanyhorizontalsurface;or

(ii) Thedistancefromthetopofthehighsidedvehicletothecentreofpressureofanyverticalsurface.

Atypicalhighsidedvehicleheightof4.2metresshallbeused.(seenote3,clauseB.12).TheformulaforPdappliesforavalueofuptoh=5m.

Appliedloadsshallbecalculatedastheproductoftheappropriatepressureandprojectedarea.PartialloadfactorγfLshallbetakenas1.0.

f6

m

R

o6 N 10 x 25σσ

10 x 2 =⎟⎟⎠

⎞⎜⎜⎝

⎛

m

Rσoσ

1008Nf ⎟

⎟

⎠

⎞

⎜⎜

⎝

⎛=

4

Rf σ

120100

8N ⎟⎟⎠

⎞⎜⎜⎝

⎛=

f6

m

R

o6 N 10 x 25σσ

10 x 2 =⎟⎟⎠

⎞⎜⎜⎝

⎛

m

Rσoσ

1008Nf ⎟

⎟

⎠

⎞

⎜⎜

⎝

⎛=

4

Rf σ

120100

8N ⎟⎟⎠

⎞⎜⎜⎝

⎛=

f6

m

R

o6 N 10 x 25σσ

10 x 2 =⎟⎟⎠

⎞⎜⎜⎝

⎛

m

Rσoσ

1008Nf ⎟

⎟

⎠

⎞

⎜⎜

⎝

⎛=

4

Rf σ

120100

8N ⎟⎟⎠

⎞⎜⎜⎝

⎛=

August 2017 B/5



Fatigue Damage Assessment

B.12 Fatiguedamageshallbeassessedasfollows:

(i) Forfatigueduetogustwindloading

The number of cycles, n1,shallbecalculatedfromB.6

Thecorrespondingnumberofcyclestofailure,N1 shall be given by:

m

r1

o61 σ

σ10 x 2N ⎟⎟

⎠

⎞⎜⎜⎝

⎛=

m

r2i

o62i σ

σ10 x 2N ⎟⎟

⎠

⎞⎜⎜⎝

⎛=

(ii) Forfatigueduetohighvehiclebuffeting:

The number of cycles for each lane in a carriageway, n2i, shall be given by:

n2i=1.6x107.L.Fi

Thecorrespondingnumberofcyclestofailure,N2i, is given by:

m

r1

o61 σ

σ10 x 2N ⎟⎟

⎠

⎞⎜⎜⎝

⎛=

m

r2i

o62i σ

σ10 x 2N ⎟⎟

⎠

⎞⎜⎜⎝

⎛=

Where:

L isthedesignlifeofthestructure(years)

σo isthedetailscategory(50,…120…), (seeparagraph5.15and,forrelevantdetails,fromB.8);

Fi isthelaneallocationfactor(seeTableB1);and

m istheslopeofcurve(seeparagraphB.7).

Type of carriageway

Lane Allocation Factors, Fi

Lane 1 Lane 2 Lane 3 Lane 4D2M 0.7 0.3 – –

D3M 0.6 0.4 0.0 –

D4M 0.4 0.4 0.2 0.0

Table B1 Lane Allocation Factors

(iii) Thefatigueeffectsfromwindgustloadingandhighvehiclebuffetingshallbecombinedandshallsatisfy the following criterion:

1

2

2

1

1 ≤+∑T

i i

i

Nn

Nn

whereTisthenumberoflanesdirectlybeneaththecantileverarm.

B/6 August 2017



Notes:

The number of cycles for high vehicle buffeting is based on:

1. Thepassageof7,000suchvehiclesperdayoneachcarriageway.Whereflowsarelessthanthisaverage, then the values of n2ishouldbereducedinproportion.Flowsofhighsidedvehiclesshallbedeterminedbytrafficsurvey.Thetotalnumberofhighsidedvehiclesshallnotbereducedbelowavalueof1,000fordesignpurposes.

2. Atotallogarithmicdecrementofdampingof0.03;wheredampingislessthanthisvaluethenspecialistadviceshouldbesought.

Furthermore:

1. Ahighsidedvehicleheightof4.2metreshasbeenadoptedforcalculatingthepressurePd, as a representativeheightofsuchvehiclescurrentlyinuseonUKhighways;whereaparticularsitehasasignificantlyhigheraveragevehicleheightthenthisshouldbeusedinstead.

2. Thedesignpressure,Pd,assumesthatthemaximumspeedofthehighsidedvehicleislimitedto60mph.Whereregulationspermithighermaximumspeedsthenspecialistadviceshouldbesought.

B.13 Checksonfatigueshallbeundertakenatthefollowingpositions:

(i) atandadjacenttoeachweldedsection;and

(ii) theendofthereinforcementatdooropenings.

August 2017 B/7



Note:ForbasisofcurvesseeB.9

Figure B1.1(a) Fatigue of Column Stress Range Limit for Class of Weld Detail Based on a 25 Year Design Life Requirement (m=3)

B/8 August 2017



Note:ForbasisofcurvesseeB.9

Figure B1.1(b) Fatigue of Column Stress Range Limit for Class of Weld Detail Based on a 25 Year Design Life Requirement (m=4)



Weld Section to be checked Class of Par

1A 1B A-A 30Kf-

(1) Providedweld1Aisdesignedfortransferofthetotallodetailedstressanalysisshallbeundertakenandtheresu

(2) Nofatiguecheckneedbeundertakenontheweldthroametalshallstillbechecked.

Figure B.2 Weld De

August 2017

ent Metal Kf = Kt Kb Kh

4(1)

adandweld1Bisforsealingonly.Otherwisealtingstressconcentrationfactorsused.

tprovidedthecriteriaofB.8aremet.Theparent

tail Type 1

B/9



arent Metal Kf = Kt Kb Kh

Kf-4

oatprovidedthecriteriaofB.8aremet.Theparent

etail Type 2/1

Weld Section to be checked Class of P

2/1 A-A 30

Note:Nofatiguecheckneedbeundertakenontheweldthrmetalshallstillbechecked.

Figure B.3 Weld D

B/10
August 2017



Weld Section to be checked Class of Pare

2/2 A-A 30Kf-

Note:Nofatiguecheckneedbeundertakenontheweldthroatmetalshallstillbechecked.

Figure B.4 Weld Deta

August 2017

nt Metal Kf = Kt Kb Kh

4

providedthecriteriaofB.8aremet.Theparent

il Type 2/2

B/11



Parent Metal Weld Throat

71–4 (1) See (2)

. oatprovidedthecriteriaofB.8aremet.Theparent

Weld Section to be checked

3A A-A

3B NochecknecessaryifcriteriaofB/8arem

3C C-C

(1) Incorporatesstressconcentrationfactor,takeKf=1.0(2) Nofatiguecheckneedbeundertakenontheweldthr metalshallstillbechecked.

Figure B.5 Weld D

Note:Jointdetailnotrecommendedforotherthanlightlylo


4 A/A

(1) Incorporatesstressconcentrationfactor,takeKf=1.0(2) Nofatiguecheckneedbeundertakenontheweldthr metalshallstillbechecked.

B/12

Figure B.6 We

Class Parent Metal Weld Throat

90–4 (1) See (2)

et90–4 (1) See (2)

. oatprovidedthecriteriaofB.8aremet.Theparent

etail Type 3

adedshortcolumns

Class

August 2017

ld Detail Type 4




5A A/A

5B NochecknecessaryifcriteriaofB/8arem

5CC-C.Plugsnotgroundsmooth

C-C.Plugsgroundsmooth

(1) Incorporatesstressconcentrationfactor.TakeKf=1.(2) Nofatiguecheckneedbeundertakenontheweldthr metalshallstillbechecked.

Figure B.7 Weld D

August 2017

Class

Parent Metal Weld Throat

90–4 (1) See (2)

et 120–4 See (2)

90–4 –

120–4 –

0. oatprovidedthecriteriaofB.8aremet.Theparent

etail Type 5

B/13

B/14



W

6

(1)(2)(3)

eld Section to be checkedClass

Upper Tube Parent Metal

Lower Tube Parent Metal Weld Throat

A/A N/A (1) 71–4 See (2)

Assumestightfitbetweentubesforloadtransferbyshear. Nofatiguecheckneedbeundertakenontheweldthroat.Theparentmetalshallstillbechecked. RefertoB.8(e)regardingthedetailingofthisjoint.

Figure B.8 Weld Detail Type 6

August 2017

August 2017 B/15



Weld/Detail Section to be checked Class

7 Intermediate weld 80–3

8 Intermediate weld 71–3

9 Endweld 50–3

10 Flamecutedge 112–4

(1) Nofatiguestresscalculationsneedbeundertakenprovidedthegeometricandfabricationconstraintsof B.8havebeenmet.Otherwisetheaboveclassificationshouldbeadoptedinconjunctionwithadetailed stressanalysisincorporatingappropriatestressconcentrationfactors.

Figure B.9 Weld Detail Type 7 to 10

Welded stiffener adjacent to openingparallel to column

Welded stiffener adjacent to openingtransverse to column



B/16
August 2017

Annex CDetailed Design of Flange Plates


ANNEX C DETAILED DESIC.1 General

C.1.1 TheproceduregiveninChapter10forthedesignoconnectedtosquareflangeplateswithacentrallylsupportedbyfourholdingdownboltssymmetricalusedforsquareplateswithcentrallylocatedholesequaltothatofthecolumn(seeFigureC.1).Thispplate,theholdingdownboltsandthebearingstress

C.1.2 Inadditionaconservativeassumptionhasbeenmagivenhereinprovidesamoreaccuratederivationoindesign.

C.1.3 Forflangeplatesnotcomplyingwiththeconstraintloadtestsmaybeadopted,subjecttotheapprovalo

C.2 Derivation of Weld Stresses

C.2.1 Theconnectionbetweenthecolumnandflangeplaofresistance,MR,asderivedfromBSEN40-3-3abe achieved by welds of leg length, twasshownin

Note: InthecaseofdetailBinparticular,thelengthoffilexcessofthewallthickness,t,inordertosatisfythweldmaybeusedwhichwillautomaticallysatisfy

C.2.2 Thestressinthefilletweldsduetomomentofresi

Theshearstressinthefilletweldsduetotheequiv

τRtheresultantweldstressshallbetakenas:

where R=meanradiusofcrosssection(inmm); tw=filletweldleglength(inmm).

C.3 Capacity of Welds

C.3.1 Thestressinthefilletwelds,τR,shallnotexceedth

( w2

3R

1 t0.7πR10M

τ⋅

=

( w

R2 0.7tR2π

Fτ =

( )τττ 1/222

21R =+=

( )(

w2

3R

1 Nin t0.7πR

10Mτ

⋅=

( )w

R2 πR0.7tR2π

Fτ ==

( ) (0πRMτττ 1/22

221R =+=

( )(

w2

3R

1 N/mmin t0.7πR

10Mτ

⋅=

( ) (R

w

R2 0.7tπR

M0.7tR2π

Fτ ==

( ) (0.7tπRMτττ

w

R1/222

21R =+=

(m

yD 32γ

455fkτ

+=

August 2017

M u−

M v−

GN OF FLANGE PLATES

fflangeplatesassumescircularoroctagonalcolumnsocatedholenotexceeding0.30Dindiameterandlydisposed.Thefollowinggeneralproceduremaybeeithernotexceeding0.30Dindiameter,orofdiameterrocedureprovidesdesigncriteriaforthewelds,thees.

deforthepositionoftheaxisofbending.Theprocedurefthemaximumbendingmomentontheplatetobeused

sofC.1.1othersuitabledesignmethods,orfullscaleftheOverseeingOrganisation.

teshallbecapableofdevelopingtheultimatemomentndtheequivalentshearforce,FR.TheconnectionmayFigure5,detailAorB.

letweld,tw,requiredmayneedtobeconsiderablyineserequirements.Alternatively,afullpenetrationbutttheserequirements.

stanceMRmaybetakenas:

alentshearforceFRmaybetakenas:

eweldcapacityτD given by:

)( )2N/mmin

) ( ) ( )2

w

R N/mmin 0.7tπR

M=

( ) )(N/mm 1R

10000.7tπR

M 22

w

R +⎟⎠⎞

⎜⎝⎛

)2/mm

( ) ( )2

w

R N/mmin 0.7t

M

) )(N/mm 1R

1000.7t

22

w

R +⎟⎠⎞

⎜⎝⎛

)2

) ( )2

w

N/mmin

) )(N/mm 1R

1000 22

+⎟⎠⎞

⎜⎝⎛

) ( )2N/mmin

C/1

( )inN.ma

2Rα1M 0.6 Ru ⎥⎦⎤

⎢⎣⎡ −=

( )inN.m2a

2Rα1M 0.6 Rv ⎥⎦

⎤⎢⎣

⎡−=

heeffectof1.2MRatthebaseofthecolumnwhereMR kedaboutbendingparalleltooneside(axisu-u)andon

axesu-uandv-vforplateswitheffectivebeddingor

n(inmm);

mbendingintheplate.Inlieuofmorethoroughsonthetensileside,i.e.αmaybetakenas0.63.

notexceedtheplasticmomentcapacityoftheflangeallylocatedholeisthesamediameterasthecolumn

m);inmm);e(inN/mm2).

( ) ( )2

m

yD N/mmin

32γ455fk

τ+

=

( )inN.ma

2Rα ⎥⎦⎤

( )inN.m2a

2Rα ⎥⎦

⎤

( ) ( )2

m

yD N/mmin

32γ455fk

τ+

=

( )inN.ma

2Rα ⎥⎦⎤

( )inN.m2a

2Rα ⎥⎦

⎤

( ) axis;u -ufor N.min 03

f

) ( ) axis; v-for v N.min 10γ

f4t

3m

f2f

) axis;u -ufor N.min

( ) axis; v-for v N.min 10γ

f3

m

f



where fy istheyieldstressofthecolumnsec

γm istakenas1.20;

k =0.9forsidefilletswheretheweld or1.4forendfilletsinendconnect or1.0forallotherwelds.

(WhereinnerfilletsandouterfilletsareuseinFigure5sincebothareeffectivelyendfi

C.4 Design of Flange Plates

C.4.1 Derivation of Bending Moments in Flange Plates

C.4.1.1TheflangeplateshallbedesignedtoresistatleasttisasderivedfromBSEN40-3-3,andshallbechecthediagonal(axisv-v)seeFigureC.1.

C.4.1.2Themaximumbendingmomentontheflangeplatesupportedonlevellingnutsonlymaybetakenas:

where R=meanradiusofthecolumncrosssectio a=spacingofthebolts(inmm);

andαrelatestothepositionconsideredformaximuanalysisαmaybebasedonthecentroidoftheweld

C.4.2 Bending Capacity of Flange Plate

C.4.2.1Themaximummomentintheflangeplate,M,shallplate,Mp.Forasquareflangeplatewherethecentrbase(refertoFigureC.1,detailA)Mp is given by:

and

where γm istakenas1.15; c =thewidthoftheflangeplate(inm tf =thethicknessoftheflangeplate( ff =theyieldstressoftheflangeplat

1M 0.6M Ruu ⎢⎣⎡ −=−

1M 0.6M Rvv ⎢⎣

⎡−=−

1M 0.6M Ruu ⎢⎣⎡ −=−

1M 0.6M Rvv ⎢⎣

⎡−=−

( )1γ

f4t

α12RcMm

2f2

p −−=

( )-1(2R2cM 2p α+α−=

( ) (10γ

f4t

α12RcM3

m

f2f2

p −−=

( )4t

)-1(2R2cM2f2

p α+α−=

C/2

tion(fs)ortheflangeplate(ff)whicheveristhelesser;

issubjecttolongitudinalshear;ionswheretheweldissubjecttotransverseshear;

dtogetherkmaybeaggregated,e.g.k=2.8fordetailAlletsforanendconnection.)

August 2017

August 2017

C.5 Design of

C.5.1 Derivatio

C.5.1.1Thetensil

where nt andmaybeta

Aet = rd; a = nb =

Note: Ingeneral than 0.7(a+0. in5above.

Theshear sionin10.15andcapac

C.6 Check on

C.6.1 Thebearin cessarytoderivethe andvv,oneitherapl xceedthevaluedete

C.6.2 Onaplast

C.6.3 Onaplast

whereMR



Holding Down Bolts

n of Stresses in Bolts

estressintheholdingdownboltsmaybetakenas:

isrelatedtothenumberofboltsresistingtensionandtheassumedaxisofbendingkenas:

0.5nbforbendingaboutaxisu-u;seeFigureC.1;or0.25nbforbendingaboutaxisv-v;seeFigureC.1;

thetensilestressareainthethreadoftheboltobtainedfromtheappropriatestandatheboltspacing;totalnumberofboltsfixingtheflangeplate.

(ntxa)shouldnotbetakenasgreaterthan(a+αR+0.5c)foraxisu-u,norgreater7αR+0.5c)foraxisv-vtoensurecompatibilitywiththeassumedmodeofbending

stressintheboltsmaybetakentobethatderivedin10.14,combinedshearandtenityoftheanchoragefrom10.16.

Bearing Stress Below the Flange Plate

gstressgivenin10.17assumesbendingaboutthev-vaxis.Ingeneralitwillbenebearingstressonthefoundationmediumforboththeassumedbendingmodesu-uasticorelasticbasisasrequired.Themaximumcalculatedbearingstressshallnoterminedinaccordancewith10.18.

icbasis,themaximumbearingstressforbendingaboutu-umaybetakenas:

icbasis,themaximumbearingstressforbendingaboutv-vmaybetakenas:

,c,a,RandαareallasdefinedinC.4.1above.

)(N/mmA a n10x1.2M

σ 2

ett

3R=

)(N/mmc) 0.5 R α 0.5 a R)(0.75 α - c c(0.5

10xM 3 23

R

++

)(N/mmR) α 0.7 0.5c (aR) α - c 0.7(0.7

10xM 3 22

3R

++

C/3

C/4

F

Note: 1. DetailsAandB 2. R=meanradiu 3. ‘*’:Radiusofc



August 2017

igure C.1 Typical Arrangement of Flange Plate

aretypicalonlyandmaybeusedwithcircularoroctagonalcolumnsifrequired.sasdefinedinBSEN40-3-3(Figure3).entrallylocatedholeshallnotexceed0.3R.

August 2017 D/1

ANNEX D DETERMINATION OF SHAPE COEFFICIENTS BY TESTING

D.1 Shape Coefficients for Columns

General

D.1.1 ProperlyconductedwindtunneltestsoncolumnsandbracketsshallonlybeundertakenwhenshapecoefficientsarenotavailablefromBSEN40-3-1orfromrecognisedInternationalStandards.AdoptionofvaluesfromthesestandardsorfromwindtunneltestsshallbeagreedwiththeTechnicalApprovalAuthority.Particularcareshouldbetakentoensurethatthevaluesofshapecoefficientsrelatetocross-sectionsofmembersofinfinitelength.

D.1.2 Windtunnelteststoestablishshapecoefficientsshouldbecarriedoutusingfullscalespecimenswhichaccuratelyrepresentthefinalproposedcolumn.Theforcesonthespecimenshallbemeasuredinthedirectionoftheairflowandthedirectionnormaltotheairflow.

D.1.3 Previouswindtunneltestshaveindicatedthatsmallangularrotationsofspecimenscancauseconsiderabledifferencesinshapecoefficients.Thespecimensshallthereforebeturnedinthewindtunnelandmeasurementstakenatangularincrements.Intheregionofeachshapecoefficientthemeasurementsshallbereducedtoapproximately1°ofrotation.ComparisonsshallbemadewiththevaluesofsimilarsectionsgiveninrecognizedInternationalStandardsaspartoftheadoptionandagreementprocedurewiththeTechnicalApprovalAuthoritysetoutin4.

D.2 Shape Coefficients for Lanterns, Cameras, Signs and Brackets

D.2.1 Theshapeandliftcoefficientsforlanterns,camerasandsignsmaybedeterminedfromwindtunneltestsasrequiredbyBSEN40-3-1.Thesetestsshallbecarriedoutonafullscaleshapeoftheelementinatunnelsufficientlylargetoreducesideeffectstoaninsignificantlevel.Thesurfaceconditionofthespecimenshallaccuratelyrepresentthatoftheproductionversion.Whereoptionalattachmentswillbemadetotheelement,eg.photo-electriccontrolunits,gearcomponentextensionsetc,theseshallbeincludedinthetestspecimen.

D.2.2 Whencarryingoutwindtunneltest,forcesbothinthedirectionoftheairflowandinthedirectionnormaltotheairflowshallbemeasured,asshapeandliftcoefficientsarerequiredforallthedirectionsrequiredinD.2.3.Allshapecoefficientsshallbebasedontheprojectedareaoftheelementnormaltotheairflow.

D.2.3 Forcesonanelementshallbemeasuredatincrementsofrotationofapproximately1°betweenthelimitof±10°tothehorizontal.BSEN40-3-1requiresthemaximumvaluebetween±5°tothehorizontalbutamoreconservativevalueshallbeadoptedwherelargeincreasesofcoefficientsareobtainedbetween5°and10°tothehorizontal.Duringtestingtheeffectsofsmallplanrotationsaboutthepointoffixingshallalsobetakenintoaccount.Whereanincreaseinshapecoefficientobtainedwitharotationwithinthelimitsof ±10°thenthisvalueshallbeadopted.

Annex D Determination of Shape Coefficients by Testing



Annex D Determination of Shape Coefficients by Testing

D/2
August 2017

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