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caterpillar electronic technician troubleshooting manualPlease try again.Please try again.Please try again. Then you can start reading Kindle books on your smartphone, tablet, or computer - no Kindle device required. Register a free business account To calculate the overall star rating and percentage breakdown by star, we don’t use a simple average. Instead, our system considers things like how recent a review is and if the reviewer bought the item on Amazon. It also analyzes reviews to verify trustworthiness. The 13-digit and 10-digit formats both work. Please try again.Please try again.Please try again. Supersedes November 2006 issue (ISBN 9780115528095) Then you can start reading Kindle books on your smartphone, tablet, or computer - no Kindle device required. Register a free business account To calculate the overall star rating and percentage breakdown by star, we don’t use a simple average. You can change your cookie settings at any time. Check with your local highway authority for their policy on this matter. Some standards and specifications have annexes specific to each devolved administration. You should contact the relevant devolved authority directly for guidance. It consists of several parts, including the administrative procedures for its use, the specification for highway works and the corresponding method measurements. They may incorporate amendments or additions to documents in these manuals. Highways England’s technical experts were involved in the drafting of the Eurocodes and the National Annexes. Please tell us what format you need. It will help us if you say what assistive technology you use.Please tell us what format you need. It will help us if you say what assistive technology you use.The current version is issue 1, amend number 8, dated July 2009. This replaces version 5.10, amend number 2, dated January 2007. The current version is version 5.10 amend number 3, dated July 2009. This replaces version 5.10, amend number 2, dated January 2007. Please tell us what format you need.
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It will help us if you say what assistive technology you use.You may also be interested in the following archived research reports: The first part is the RRRAP issue 1.3a dated 5 December 2011. If you have trouble downloading this file this may be because your security settings do not allow you to download files that contain macros.For further information please contact the Engineering Policy Branch on 02890540405. Please tell us what format you need. It will help us if you say what assistive technology you use.For this to work you will need to rename your old file to OSP.xls and your new file to NSP.xls. These temporary names can be changed once the data copying is complete. Please tell us what format you need. It will help us if you say what assistive technology you use.It can be used to verify IT system issues or examine problems with data entry. Please tell us what format you need. It will help us if you say what assistive technology you use.For very aggressive objects adjacent to high speed roads, the RRRAP indicates that the provision of a Vehicle Restraint System ( VRS ) is required to lower the risk to an acceptable level, regardless of the traffic flow. This is because although the overall risk decreases when a VRS is provided, the benefit is relatively small due to the relatively low number of accidents it prevents. Where two-way traffic flows are less than 5,000 AADT the designer should: Please tell us what format you need. It will help us if you say what assistive technology you use.Before you begin this procedure you must seek approval using Pilots and trials initiation form (PT1) ( MS Excel Spreadsheet, 47.5KB ). Please tell us what format you need. It will help us if you say what assistive technology you use.We’ll send you a link to a feedback form. It will take only 2 minutes to fill in. Don’t worry we won’t send you spam or share your email address with anyone. Find out more about our designated funds.The new-style website will enable you to easily find DMRB documents without needing to remember the old Volume, Section and Part numbers, which are no longer used. And, as well as providing the current DMRB documents, the website now provides the archive of withdrawn documents back to 2001. Many of the latest revisions were needed to bring the inter-connected referencing of DMRB documents up to date with the new document reference codes and titles. Please refer to the release notes for each document for information on the nature of the revisions. A list of the March 2020 updates can be found on the new DMRB website. The GG 000 Design Manual for Roads and Bridges index contains a list of current published documents. We will continue to add to these resources as new training material is developed, so please check here regularly for updates. National Traffic Operations CentreQuinton Business Park. Birmingham. They were responsible for the planning and supervision of construction and maintenance, publishing the NRA DMRB and NRA MCDRW. In 2016 the NRA merged with the Railway Procurement Agency (RPA) to form a new organisation, Transport Infrastructure Ireland (TII).http://stroyzona.com.ua/companynews/dm5-user-manuall excavations (4 of 17) Part 4 - Archaeology and the National Roads Authority (5 of 17) Part 5 - Role of the project archaeologist and the code of practice (6 of 17) Part 6 - Public sector procurement of archaeological services and EU law (7 of 17) Part 7 - Public Private Partnership (PPP) schemes (8 of 17) Part 8 - PPP scheme case study: the N25 Waterford Bypass (9 of 17) Part 9 - Archaeological risk and PPPs: the M4 Kinnegad-Enfield-Kilcock scheme (10 of 17) Part 10 - Archaeological assessment methods for NRA road schemes (11 of 17) Part 11 - Terrestrial and waterborne geophysical survey for road schemes (12 of 17) Part 12 - What is post excavation work (13 of 17) Part 13 - Reporting, publication and dissemination (14 of 17) Part 14 - An introduction to the Institute of Archaeologists of Ireland (15 of 17) Part 15 - Directory of NRA and Project Archaeologists, and sources of further information (16 of 17) Part 16 - References and index (17 of 17) A brief description of February 2012 amendments A brief description of November 2011 amendments NRA DMRB - Update Alert NRA DMRB - Update Alert NRA DMRB - Update Alert NRA DMRB - Update Alert NRA DMRB - Update Alert NRA DMRB - Update Alert (December 2014) NRA DMRB - Update Alert (January 2016) NRA DMRB - Update Alert (June 2015) NRA DMRB - Update Alert (March 2015) NRA DMRB - Update Alert (November 2015) NRA DMRB and NRA IAN - Update Alert A brief description of February 2012 amendments A brief description of January 2009 amendments A brief description of March 2011 amendments A brief description of November 2011 amendments A brief description of October 2009 amendments Summary of April 2014 amendments Summary of December 2013 amendments Summary of December 2014 amendments Summary of June 2013 amendments Summary of June 2014 amendments Summary of March 2015 amendments Summary of October 2013 amendments Revision 1 Part 0 - Contents and introduction Part E - References Again there may be more recent versions of the document. To browse Academia.edu and the wider internet faster and more securely, please take a few seconds to upgrade your browser. In addition a minimum of 30 units of type HB loading applies to all except accommodation bridges. Motorway and trunk road bridges require 45 HB, principal roads 37.5 and other public roads 30.Order URL: All Rights Reserved. Terms of Use and Privacy Statement. If you continue browsing the site, you agree to the use of cookies on this website. See our User Agreement and Privacy Policy.If you continue browsing the site, you agree to the use of cookies on this website. See our Privacy Policy and User Agreement for details.You can change your ad preferences anytime. Summary: This Standard specifiesthe loadingto be used for the designof highwayVersion of BS 5400: Part 2.This revisionto BS 5400: Part 2 also includes theHer Majesty’s Stationery Office.All rights reserved. Copyright in the typographical arrangement and design is vested in the Crown. Applications for reproduction should be made in writing to the Copyright Unit. Her Majesty’sStationery Office, St Clements House, 2-16 Colegate, NorwichAre you making full use of The Stationery Office’s Standing Order Service? The Standing Order Service is a free monitoring of the publications of your choiceWe send you your books asWith a standing order for class 05.03.039 you can be supplied automatically withBridges volumes as they are published. The benefits to you are:We can supply a wide range of publications on standing order, from individual annualIf you do not already use thisYou can contact us at. TheStationeryOffice. StandingOrderDepartment. PO Box 29. DukeStreet. NorwichNR3 1GN. TelO870 600 5522;fa0870 600 5533. Stcrispins. We look forward to hearing from you.BS 5400: Part 2. Thisrevision to BS 5400:Part 2 alsoManual.Note: A quarterlyindexwith a full set of Volume. Contents Pages is availableseparately from The. StationeryOffice Ltd. August2001Section 3 General DesignFebruary 2002. London: The Stationery OfficeSubsequently replacement pages wereWe must also add that the changes made toSubsequently replacement pages were sent outWe must also add that the changes made to. Highways Agency. I May 2002. London: The Stationery OfficeController of Her Majesty’s Stationery Office.All rights reserved. Her Majesty’s Stationery Office, St Clements House, 2-16 Colegate, NorwichStanding Order Service. Are you making full use of The Stationery Office’s Standing Order Service? The Standing Order Service is a free monitoring of the publications of your choice from over 4,000 classificationsWe send you your books as they are published along with an invoice.Documents for Highway Works as they are published. The benefits to you are:We can supply a wide range of publications on standing order, from individual annual publications to allIf you do not already use this free service, or think you are not using it to itsYou can contact us at. The Stationery Office. Standing Order Department. Norwich NR3 1GN. TelO870 600 5522; fa0870 600 5533. We look forward to hearing from you. Printedin the United Kingdom for The Stationery OfficeSummary of Corrections for Voluines’2, I, 3 and 6For comprehensive desk top access to theManual for Roadsand Bridges, TheManualAvailable quarterly on subscription the. Standards for Highway Works CD Rom offersThe Stationery OfficePO Box 29, Norwich NR3 IGN. Fax orders 0870 600 5533. Textphone 0870 240 3701. You can now order online at www.tso.co.uk. The Stationery Office BookshopsI6Arthur Street, Belfast BTI 4GDThe Stationery Office Oriel BookshopThe Stationery Office’s Accredited AgentsNo. Page NoAmend. NoAugust 2001NoAmend. NoAugust2001ChapterAppendixA. Use of the CompositeVersion of BS 5400:Part 2. CompositeVersion of BS 5400: Part2Part 2: 1978(including BSI AmendmentNo 1(AMDDepartment of Transport rather than by BSI. BecauseAppendix to the 1988version of this Standard.Part 2) has been published in the United Kingdom andThis has led to the need to amend the Appendix to this. Standard in respect of:The following amendmentshave'been made to theInaddition,the followingamendmentshave been made:I August 2001August2001 211Chapter3. Use of the ComDositeVersion of BS 5400: Part 2Loads for the design of all highway bridgesBD 12 (DMRB 2.2), respectively. Design loadingrequirementsforrigidburied. August 2001 311All road bridges shallbe designed to carry HA. Motorwaysand Trunk. Roads (or principal roadPrincipal roads. Other public roads. Number of units ofOverseeing Organisationand treated as an aspect notBridlewaysshallnormallybe designedto theloadingWhere a structureis designed for a purposePart 2) for foothycle track bridges, the return periodIn determiningthe wind load (see 5.3 of theTD 27 (DMRB 6.1) and BD 60 (DMRB 1.3)BS 5400:Part 2, the followingconditionsshallapplyBS 5400: Part 2) shallbe agreed with the Overseeing. Organisation. Departure from any of the requirements given in. August 2001 411I lThe followingdocumentsare referred to in the. BS 5400: Steel,concreteand compositebridges. Part 2: 1978:Specificationfor loads. Amendment. No 1,31March 1983. BS 6399: Part 2: 1997:Code of practice for windBD 12(DMRB 2.2): Design of Corrugated SteelBD 21 (DMRB 3.4): The assessmentof highwayBD 31 (DMRB 2.2): Buried concretebox typeBD 60 (DMRB 1.3):Design of highway bridgesTD 27 (DMRB 6.1) Cross-Sectionsand. Headrooms.The National Assembly for Wales. CynulliadCenedlaetholCymru. CrownBuildings. Cathays Park. Cardiff CF10 3NQ. All technical enquiriesor commentson this Standardshouldbe sentin writing as appropriateto. Chief HighwayEngineer. The Highways Agency. St ChristopherHouse. Southwark Street. London SE1 OTEScottishExecutiveDevelopmentDepartment. Victoria Quay. EdinburghDepartment for RegionalDevelopment. Roads Service. Clarence CourtBelfast BT2 8GBCONTENTS Page. Foreword 9Loads and factors specifiedin this Part of BS 5400 10Dead load. Superimposeddead load. Live loads. Adverse and relieving areas and effects. Total effects. Dispersal. Distribution. Highway carriagewayand lanes. BridgecomponentsAppendixA. CompositeVersion of BS 5400: Part 2Selection to cause most adverse effect. Removal of superimposeddead loadFoundationpressures, slidingon foundations,loadsonpiles,etc4.7Superimposeddead loadWind loadsWind gust speed. Nominal transverse wind load. Nomind'longitudindwind load. Nominalverticalwind load. Load combination. Design loads. Overturning effects. Aerodynamic effects. TemperatureMinimum and maximum effectivebridge temperatures. PageAppendix A. Composite Version of BS 5400: Part 2PageEffects of shrinkage and creep, residual stresses, etc. DifferentialsettlementExceptionalloadsEarth pressure on retaining structuresErectionloadsRange of effective bridge temperature. Disposition of permanentandtemporaryloadsNotional lanes,hard shoulders,etcNominaluniformlydistributedload(UDL). Nominal knife edgeload (KEL). Singlenominal wheel load alternativeto UDL and KELAppendix A. ComDositeVersion of BS 5400: Part 2Application of types HA and HB loadingHighway loading on transverse cantilever slabs, slabs supportedon all fourStandard footway and cycle track loadingAccidentalwheel loadingLoads due to vehicle collision with parapetsLoads due to vehicle collisionwith high levelof containmentparapets forVehiclecollision loads onhighwaybridge supportsand superstructuresBridges crossing railway track, canals or navigable water. CentrifugalloadsAssociatednominalprimary live load. PageComposite Version of BS 5400: Part 2. Volume 1 Section3Accidentalloaddueto skiddingLoading forfatigueinvestigations. Dynamic loadingonhighwaybridges. Nominal load for type HA. Nominal load fortype HB. Associatednominalprimary live load. Associated nominal primary live loadEffects due to horizontal loadingon pedestrianparapetsAerodynamic effects Erom passing trainsPageAppendix A. CompositeVersion of BS 5400: Part 2Design load forRL loadingCollision load on supportsof bridges overrailwaysB.lVibration servicabilityrequirements for foot and cycletrack bridges. General. Simplifiedmethod forderivingmaximum verticalacceleration. General method forderivingmaximum verticalacceleration. Damage from forced vibration. Temperature differences T for various surfacing depths. Derivation of RU and RL railway loadings. RU loading. RLLoading. Use of tables 25 to 28 when designing for RU loading. Probability Factor Spand Seasonal Factor Ss. Probability Factor Sp. Seasonal Factor Ss. Topography Factor S,,’. TopographySignificance. Altitude. Gust Speeds. Hourly Mean Speeds. Topography FeaturesLoads to be take in each combination with appropriate’ya. Values to direction factor S. Values of terrain and bridge factor S,,” hourly speed factor Se’ and fetch correction factor K. Gust speed reduction factor,T for bridges in towns. Hourly mean reduction factor c for bridges in towns. Drag coefficient C, for a single truss. Shieldingfactorq. Drag coefficient C, for parapets and safety fences. Drag coefficient C, for piers. Minimum effective bridge temperature. Maximum effective bridge temperature. Adjustment to effective bridge temperature for deck surfacing. TypeHAuniformlydistributedload. HA lane factors. Collision loads on supportsofbridges over highways. Volume 1 Section 3DimensionL used in calculatingthe dynamic factorforRU loading. Nominallongitudinalloads. ConfigurationfactorC. ConfigurationfactorK. Logarithmic decrementof decayof vibration. Values of T for groups 1and 2. Values of T for group 3. Values of T for group 4. Equivalentuniformlydistributedloadsforbendingmoments for simplysupportedbeamsEnd shearforces for simply supportedbeams (staticloading)under RU loading. Equivalentuniformlydistributedioadsforbendingmoments forsimplysupportedbeams,End shearforces for simply supportedbeams, includingdynamiceffects,under RU loading. Values of seasonal factor Ss. Values of Leand S,Definitionof significanttopography. Typical superstructuresto which figure 5 applies,those that require wind tunnel tests andDrag coefficientC, for superstructureswith solid elevation. Lift coefficientC. Temperaturedifference for different types of construction. Loading curve for HA UDL. Baselengthsforhighlycusped influencelines. Dimensions ofHB vehicle. TypeHA andHBhighway loadingin combination. Accidentalwheel loading. TypeRL loading. Wagons and locomotivescoveredby RU loading. Works trains vehicles covered by RL loading. Passenger vehicles covered by RL, loading. Shearforce determination. Defmitionoftopographicdimensions. Topgraphiclocation factorsforhills andridges. Topographiclocation factors for cliffs and escarpmentsAppendix A. CompositeVersion of BS 5400: Part 2It comprises the following Parts. Part 1. Part 2. Part 3. Part 4. Part 5. Part 6. Part 7. Part 8. Part 9. Part10. General statement. Specificationof loads. Code of practice for design of steel bridges. Code of practice for design of concrete bridges. Code of practice for design of composite bridges. Specification for materials and workmanship, steel. Specification for materials and workmanship, concrete, reinforcement and prestressing tendons. Recommendations for materials and workmanship, concrete, reinforcement and prestresshgBridge bearings. Section 9.1 Code of practice for design of bridge bearings. Section 9.2 Specification for materials, manufacture and installation of bridge bearings. Code of practice for fatigueComposite Version of BS 5400: Part 2. Volume 1 Section3. British Standard. STEEL, CONCRETE AND COMPOSITE IBmGES. Part 2. Specification for loadsDocuments comprising this British Standard. This specification for loads should be read inKingdom. Where different loadingregulationsapply,modificationsmay be necessary.If the requirements of this Part of BS 5400 are applied outsidethis area,relevantLoads and factors specified in this Part of BS 5400. This Part of BS 5400 specifiesnominal. Wind and temperature. Wind and temperatureeffects relate to conditions prevailing in the 0Loads. External forces applied to the structureand imposed deformations such as thoseDead load. The weight of the materials and parts of the structurethat are structuralSuperimposeddead load. The weight of all materials forming loads on the structurePrimary live loads. Vertical live loads, considered as static loads, due directlySecondary live loads. Live loads due to changes in speed or direction of theAppendix A. CompositeVersion of BS 5400: Part 2Conversely,in the considerationof loadingAdverse and relieving areas and effects. Where an element or structure hasDistribution. The sharing of load between directly loaded members and other membersHighway carriageway and lanes (figure 1 gives a diagrammaticdescription of theIn the absence of raised kerbs it isThenotional lanewidth shallbe measured inCarriageway. For the purposes of this Standard,that part of the running. Traffic lanes. The lanes that are marked on the running surface of the bridge. Notional lanes. The notional parts of the carriageway used solely for theCarriagewaywidth m Number of notional lanesAugust 2Q01 AI11,Composite Version of BS 5400:'Part 2. Figure1. HighwaycarriagewayandtrafficlanesAppendix A. Composite Version of BS 5400: Part 2Figure 1. (continued). August2001 AA3Composite Version of BS 5400: Part 2. Volume 1 Section3Where dual carriageways are carried on.Carriageway-widthsof less than 5.00m. The carriageway shall be takenSuperstructure. In a bridge, that part of the structurewhich is supported. Substructure. In a bridge, the wing walls and the piers, towers and. Foundation. That part of the substructure in direct contact with, andAI14 August2001AppendixA. CompositeVersion of BS 5400: Part 2August 2001 AJ15Composite Version of BS 5400: Part 2. Volume 1 Section3In the absence of such statistical data,nominalValues of y, are given in each relevant clauseValues of y, are given in Parts 3,Additional factoryn. Moments, shears, total loads and other effects of the design loads. Fatigue loads. Fatigue loads to be considered for highway and railway bridges, together 0. Deflection, drainageand camber. The requirements for calculating the deflection,Loads to be considered. The loads to be considered in different load combinations, together with. Classificationof loads. The loads applied to a structure are regarded as either permanent orPermanent loads. For the purposes of this standard, dead loads, superimposed deadLoads deriving from the natureWhere they occur they shall be regarded asSettlement. The effect differential settlement of supports shall be regardedThe maximum effects of certaintransient loads do not coexist with the maximum effects of certainCombinationsof loads. Three principal and two secondary combinations of loads are specified;Combination1. For highway and foothycle track bridges, the loads to be considered areAppendix A. CompositeVersion of BS 5400: Part 2Combination 2. For all bridges, the loadsto be considered arethe loads in combinationCombination3. For all bridges, the loads to be considered arethe loads in combinationFor highwaybridges,the loadsto be consideredaretheSecondary live loads shall be considered separatelyand are not required toAugust 2001ComDosite Version of BS 5400: Part 2. Clause Load LimitVolume 1 Section3Superimposed dead: deck surfacingWind: during erection ULS 1.10. SLS 1.ooULS 1.oo. SLS 1.ooULS 1.ooDifferential settlement ULS 1.20 1.20 1.20 1.20 1.20. SLS 1.00 1.00 1.00 1.00 1.ooHA with HI3 or HB alone ULS 1.30 1.10 1.10 3. SLS 1.10 1.00 1.ooI::l I kl I5.4 I Temperature: restraint to movement, except frictionalTable 1 (continued)Load Limit y,to be considered in combinationLocal parapet loadMassive 1;-Effects on all elementsEffects on elastomericULS 3cHB associated primary live load. Accidental skidding load and associated primary live loadNOTE. For loads arising from creep and shrinkage, or from welding and lack of fit, see Parts 3,4 and 5 of thisCombination5. For all bridges, the loads to be considered are the permanent loads,Removalof superimposed dead load. Consideration shallbe given to the possibilityWind on relievingareas. Design loads due to wind on relieving areas shall beOverturning. The stabilityof the superstructureand its parts against overturning shallbeRestoring moment. The least restoring moment due to the unfactored nominal loadsRemoval of loads. The requirements specified in 4.5.2 relating to the possibe removalFoundation pressures, sliding on foundations, loads on piles, etc. In the design ofBS 8004using load combinationsas given in thisPart.BS 8004 has not been drafted on theAppendix A. Composite Version of BS 5400: Part 2The nominal dead load initiallyassumed shallbe accuratelyNominal dead load. Initial values for nominal dead load may be based on the densitiesDesign load. The factor, yato be applied to all parts of the dead load, irrespective of. For theultimateFor the serviceability. Steel 1.05. Concrete 1.15These values for y, assume that the nominal dead load has been accurately assessed, that theIt is not possible to specifythe allowancesrequiredApproximations in assessment of load. Any deviation from accurateWhere the structure or element under consideration isInitial values for nominal superimposed dead loadThe nominal superimposeddeadWhere the superimposed dead load comprisesfilling,eg on spandrelfilled arches, consideration shallComDosite Version of IBS 5400: Part 2. Volume 1 Section3Design load. The factor ya, to be applied to all parts of the superimposeddead load. For theultimateForthe serviceabilityReductionof load factor. The value of ya to be used in conjunction with theWhere the structure or element under consideration isWind loadsGeneral.The wind pressure on a bridge depends on the geographical location, the terrain. The methods provided herein simulatethe effectsof wind actionsusing static analyticalprocedures. They shall be used for highway and railwaybridges of up to 200m span and for footbridgesup toWind loadingwill generallynot be significantin itseffecton many highwaybridges, suchasIn general, a suitablecheck for suchbridges in normal circumstanceswould be to consider a windDesign gust pressures are derived from a product of the basic hourly mean wind speed, taken fromWind Gust Speed. Where wind on any part of the bridge or its elements increases theAppendix A. ComDosite Version of BS 5400: Part 2Maximum Wind Gust Speed V. The maximum wind gust speed V, onVsis the site hourly mean wind speed (see 5.3.2.2). Sgis the gust factor (see 5.3.2.3). For the remainingparts of the bridge or its elementswhich give relief to the memberSite Hourly Mean Wind Speed Vs.Vsis the site hourly mean wind speedV, is the basic hourly mean wind speed (see 5.3.2.2.1). Spis the probability factor (see 5.3.2.2.2). Sais the altitude factor (see 5.3.2.2.3). S, is the direction factor (see 5.3.2.2.4)Figure2. Basic Hourly Mean Wind Speed V. The values of V, taken from Figure 2 are hourly mean wind speeds with anTheprobability factor, Sp,shallbe taken asFor footkycle track bridges', subject to the agreement of the appropriateDuring erection, the value of Spmay be taken as 0.90 correspondingto a returnAppendix E. Where a particular erection will be completed in a shortperiod, SpAugust2001 AI23Composite Version of BS 5400: Part 2. Figure 2: Basic wind speed V, in d s e cCopyrightBREAppendix A. Composite Version of BS 5400: Part 2. DirectionAltitude factor Sa.The altitude factor Sashall be used to adjustWhen the directionTable 2 shallbe interpolatedforthe specificdirectionbeing considered. Table 2. Values of direction factor S,Composite Version of 93s 5400: Part 2. Volume 1 Section3Gust factor Sg. The gust factor, Sg, depends on the terrain of the site whichNOTE: permanent forest and woodland may be treated as town category. The gust factor, Ss,shall be taken as:S,’ is the bridge and terrain factor (see 5.3.2.3.1). K, is the fetch correction factor (see 5.3.2.3.1). Tgis the town reduction factor for sites in towns (see 5.3.2.3.2). S,’ is the topography factor (see 5.3.2.3.3)The bridge and terrain factor S,,’.Values of S,’ are given in ’For sites in town terrain, advantagemay be taken of the reduction factor Tg. The values of Tgshouldbe obtained from Table 4 for the height above groundWhere local topographyis significant S,’ shall be calculated in accordancewith. AppendixF. Topography can only be significantwhen the upwind slope is greaterthan 0.05;AJ26 August 2001Appendix A. Composite Version of BS 5400: Part 2Hourly mean wind speed for relieving areas Vrfor bridges without liveVsis the site hourly mean wind speed (see 5.3.2.2). Smis the hourly mean speed factor which shallbe taken as:KFis the fetch correction factor (see 5.3.2.3.1). T, is the hourly mean town reduction factor (see 5.3.2.4.2). S,' is the topography factor (see 5.3.2.3.3 and Figure 3)Volume 1 Section3HeightTerrain and Bridge Factor S,' Hourly. Speed. Factor Se'. LOADED LENGTH (m)Fetch Correction Factor, n Appendix A.