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Specificationfor Residential/ Industrial Estate Roads
ContentsINTRODUCTION
Part 1 - APPROVALS ANDAGREEMENTS
Part 2 - COMPLIANCE WITH THESPECIFICATION
CONTENTS
Access to Information All reasonable steps will be taken to supply the
information contained in this document in large print,Braille or audio cassette in whole or part form.
However due to the nature of the informationcontained in this guide this may prove impractical.
If you would like a copy in one of these formats or youwish to ask us anything else about this publication,
please telephone (01743) 252515.
You can write to us at:Community and Environment Services
The ShirehallAbbey Foregate
ShrewsburySY2 6ND
Designed and produced by the Design Team, Community & Environment Services, Shropshire County Council
IntroductionThe purpose of this guide is to provide advice on the procedures to befollowed to secure the adoption of estate roads and to set down theappropriate standards and criteria to achieve the following objectives:
• To ensure an acceptable quality and standard of construction foradoptable areas which can be satisfactorily maintained atreasonable cost.
• To allow for the efficient provision of public utilities and otherservices.
The guide supersedes the County Council’s document “Guide andSpecification to the Design of Housing/Industrial Estate Roads”published in April 1989. Advice on the principles of residential estateroad design is provided separately in “Residential Developments inShropshire - A Design Guide”, published by the County Council inJanuary 1996 and which should be regarded as an essentialsupplement to this guide.
Prospective developers are encouraged to engage in early discussionswith the County Council, as the highway authority, on the highwayelement of their proposals in order to avoid unnecessary and abortivedesign work. It is suggested, however, that in the first instance theprinciple of the development is discussed with the local planningauthority.
Within this guide the term ‘highway authority’ refers to ShropshireCounty Council; the term ‘local planning authority’ means the variousdistrict and borough councils throughout Shropshire; and the term“Director” means the Corporate Director, Community and EnvironmentServices.
1.Introduction
S p e c i f i c a t i o n f o r R e s i d e n t i a l / I n d u s t r i a l E s t a t e R o a d s
2.
Approvals and agreements
1.1 The Role of the Highway Authority
1.2 Planning Applications1.2.1 Outline Applications1.2.2 Detailed Applications
1.3 Agreements for Off-Site Works1.3.1 Section 106 Agreements1.3.2 Section 278 Agreements
1.4 Agreement Requirements
1.5 The Advance Payments Code
1.6 Section 38 Agreements
1.7 Plans1.71 Location Plan1.72 Layout Plan
1.8 Superelevation
Table - Application of Superelevation
1.9 Junction Markings
1.10 Longitudinal Sections1.10.1 Plans1.10.1 Designs
1.11 Tieing into Existing Roads
1.12 Cross Sections3.
PART 1
P A R T 1S p e c i f i c a t i o n f o r R e s i d e n t i a l / I n d u s t r i a l E s t a t e R o a d s
4.
1.1 The role of the Highway Authority
The purpose of this section of the guide is to explain the role of theCounty Council, as highway authority, in the planning process.
Insofar as planning applications for residential and industrial estatedevelopments are concerned, the determination of such applications isvested in the local planning authority. The highway authority is astatutory consultee on planning applications for development involvingnew estate roads and the local planning authority will take highwayobservations into account when determining applications.
As a general policy, the highway authority require both residentialroads serving more than five dwellings and industrial estate roads tobe designed and constructed in accordance with the standards andspecifications set out in this guide. Upon satisfactory completion theroad(s) will be adopted and will become maintainable at the publicexpense.
1.2 Planning ApplicationsWhilst the determination of planning applications rests with the localplanning authority, the highway authority offers advice to the localplanning authority on the highway aspects of the proposeddevelopment.
For the purpose of this guide, two types of planning application arerelevant - outline planning applications and detailed planningapplications.
1.2.1 Outline Applications:Outline applications seek to establish the principle of development.Typically, the submitted plan delineates the area of the proposeddevelopment, although certain elements such as access and sitingof buildings can form part of the submitted scheme. In assessingoutline planning applications, the highway authority seeks to ensurethat the local road network can accommodate the volume of trafficassociated with the proposed development; that adequate visibilityis available from the site road frontage and for the drivers ofvehicles turning right into the site; and that surface water can bedrained via a piped system to a suitable outfall. The route of thedrainage system should form part of the application with theappropriate notice(s) being served on the owner(s) if the landconcerned is outside the developer’s ownership or control.
5.PART 1
1.11.2
1.2.1
1.2.2 Detailed Applications:In addition to the information required for an outline planningapplication, detailed or full applications should show the layout ofthe proposed development together with longitudinal sections of theroads and details of their construction.
1.3 Agreements for Off-site Works
If off-site highway works are required as part of a development andthose works fall outside the boundaries of the application site,Grampian or negatively worded conditions are imposed requiring thesubmission of the details of and carrying out of certain works before aspecified event, typically the commencement of any work on theapplication site.
It will be necessary for the developer to enter into a legal agreement,supported by a bond, with the highway authority, to cover the cost ofthe off-site works and the alternative agreements are summarisedbelow:-
1.3.1 Section 106 Agreements:This is an agreement, pursuant to the Town and Country PlanningAct 1990, that results from the granting of planning permission.The agreement is drawn up by the local planning authority withinput from the highway authority and upon completion of theagreement planning permission is issued.
1.3.2 Section 278 Agreements:This type of agreement, which is pursuant to the Highways Act1980, is more usually used when a developer will derive benefitfrom an improvement scheme already proposed by the highwayauthority; and where a contribution by the developer will bring thatscheme forward in the highway authority’s programme. Section 278Agreements are also associated with highway works undertaken toovercome objections to developments affecting trunk roads.
6.PART 11.2.21.3
1.3.11.3.2
1.4 Agreement RequirementsOnce the scope of the off-site highway works has been established, thefollowing will be required to enable a suitable draft agreement to beprepared:-
• A plan showing the design of the necessary works sufficient toenable costs and landtake to be defined;
• The costs of the works, together with the costs of preparing theagreement, design checking and site monitoring;
• Names and addresses of parties to the agreement, including thebondsman;
• Name and address of developer’s solicitor;
• The highway authority’s approval of the contractor to be used forthe work;
• Estimated period of time to complete the works;
The text of the agreement will require the developer to obtain thewritten approval of the highway authority to the detailed design of theworks prior to the commencement of any work on the public highway.
Unless otherwise agreed in writing by the highway authority, thedeveloper and/or third party will be required to meet the total cost ofthe works including ancillary costs such as design, designchecking/supervision/monitoring, materials testing and servicealterations/diversions.
1.5 The Advance Payments Code
The local authority is required to inform the highway authority whenBuilding Regulation Approval has been issued or when an InitialBuilding Notice has been received. Upon receipt of such notificationthe highway authority issues a notice under the provisions of theAdvance Payments Code of the Highways Act 1980. This notice eitherexempts the development from streetworks costs or requires thedeposit of a sum equivalent to the highway authority’s estimated costof the streetworks. It is an offence to carry out any works in or for thepurpose of erecting buildings unless the appropriate streetworks costshave been deposited with the highway authority or else secured by anagreement under the terms of Section 38 of the Highways Act 1980.
7.PART 1
1.41.5
1.6 Section 38 AgreementsWhen developers choose to discharge their streetworks obligations byentering into a Section 38 Agreement, the highway authority willrequire:
(1) A location plan to a scale of 1/2500 or 1/1250 which shouldcover sufficient area to enable the site to be readily identified.
(2) A plan(s) to a scale of 1/500 showing the layout of the estateroad(s) including footways, footpaths, junction visibility splays,forward visibility splays, foul and surface water drainage layoutand outfall.
(3) Longitudinal sections of the proposed estate road(s) to a scale ofnot less than 1/500 horizontal and 1/100 vertical.
(4) Cross sections of the proposed road construction.
(5) Details of easements to discharge road surface water acrossthird party land.
(6) Confirmation or otherwise that surface and/or foul drainage is tobe included in a Section 104 Agreement of the Water IndustryAct 1991 with the drainage authority.
Upon approval of the above details, the developer submits six copies ofthe approved plans, with one copy showing, coloured pink, the areas ofroad, footway and footpath being offered for adoption. Visibilitysplays, forward visibility splays and service strips should be hatchedgreen over the pink colouring. Lengths of surface water drain to beadopted should be coloured blue and drainage easements edged andhatched in brown.
The cost of the roadworks, including lighting and surface waterdrainage, will then be assessed following which the highway authoritywill prepare the Section 38 Agreement.
The Agreement will normally have a currency of two years and will besupported by a bond equivalent to the assessed cost of the roadworks,including drainage and lighting. A charge to cover design checking,administration, materials testing and site monitoring will be made. Aseparate legal charge will also be levied.
On completion, the estate road(s) will be placed on maintenance for aperiod of twelve months during which time the developer is responsiblefor their upkeep. At the expiration of the maintenance period, andfollowing completion of any remedial works, the road(s) will be adoptedas highway(s) maintainable at the public expense.
8.PART 1
1.6
1.7 PlansThe plans submitted for inclusion in the Section 38 Agreement shouldshow the following information:-
1.7.1 Location Plan A plan to a scale of 1/2500 or 1/1250 should be provided coveringan area sufficient to readily identify the site which should bedelineated by red edging around the site boundaries.
1.7.2 Layout PlanThe layout plan should show:
• At a scale of not less than 1/500, all houses, garages, drives,footpaths, footways and roads with the approximate finishedfloor level of each house and garage.
• The general layout of the drainage system, including the surfacewater drainage to each building.
• The location and value of the Ordnance Bench Mark (OBM),Temporary Bench Mark (TBM) or level datum point, used forlevelling and setting out. This information should also be shownon the layout plan(s) and sectional drawing(s).
• Full details necessary for setting out the road, including theradius of every curve, the tangent points of each curve includingits chainage, and the data for any transition curves whenappropriate. (N.B. reverse curves should not be used onindustrial estate roads, residential distributor roads or collectorroads)
• The centre line chainage should be marked at 10 metre intervalsby crosses and notated at intervals no greater than 30 metres.
• The dimensions of all junction and turning-head radii.
• The surface water outfall as well as the legal classification of thedrain, sewer, ditch or watercourse to which the site drains.
• All junction and forward visibility splays, including any requiredfor future extensions of the road(s). When any visibility splayextends beyond the normal back edge of the standardfootway/service strip, the line of the splay shall be sufficientlydimensioned from the edge of the carriageway to enable theprecise line and width of the splay to be checked.
• Carriageway, footway and footpath widths dimensioned. Whenany carriageway widening is necessary around a bend, themaximum carriageway width should also be dimensioned.
9.PART 1
1.71.7.11.7.2
• Spot levels should be shown (normally along the centre line)along all roads at intervals of not more than 15 metres and atany change in gradient. (Levels are not required on footways asthese, by definition, abut the carriageway). Gullies should beprovided at low points to prevent ponding and should dischargeto a suitable outfall.
• The position of any roofwater soakaways. These are not normallypermitted within 6.0 metres of the carriageway nor within 5metres of a building.
• Phases on large developments should be clearly identifiedwithout duplication of road numbers.
• Each and every phase terminating with a turning-head ortemporary turning-head. The developer should be careful tochoose phase boundaries accordingly.
1.8 SuperelevationSuperelevation should be applied/adverse camber eliminated wheneverthe radius of curvature is at less than the critical radius given in thefollowing table which also shows the maximum superelevation whichshould be used.
• When adverse camber needs to be eliminated or superelevationapplied to one curve, the minimum distance between reversecurves shall be sufficient to allow the proper application ofsuperelevation.
• When both curves require superelevation/elimination of adversecamber the distance between the curves should be greater toavoid the centre line and both channels being level at the samechainage.
• Care should be taken in the application of superelevation/elimination of adverse cross fall. If improperlyconsidered/designed it can lead to level or nearly level channelsresulting in ponding and special treatment may be necessary.Any temporary turning-heads should be removed as and whenadditional phases of development take place.
10.PART 1
1.8
1.9 Junction MarkingsThe plans should show proposed “Give Way” markings at junctionswithin the estate where priority may be in doubt.
• “Give Way” marking and appropriate signage should be providedat all road junctions with higher order roads.
• A single intermittent white line should be provided within thedevelopment at all junctions of lower order roads.
1.10 Longitudinal Sections & Design
1.10.1 PlansLongitudinal Sections of each road should be provided at a scale ofnot less than 1/500 horizontal and 1/100 vertical, to show thefollowing:
• The gradient of each section of straight grade, the radius ofcurvature of each vertical curve, the tangent point of eachvertical curve along with any summit or valley position within thecurve length. (N.B. Summit and valley positions rarely coincidewith the intersection points).
11.PART 1
1.91.10
1.10.1
Application of Superelevation
Road Type Critical Radius Maximumfor Elimination Superelevationof Adverse Camber
Industrial Estate As TD 9/93 5%Road
Residential As TD 9/93 5%Distributor Road
Collector Road not applicable not applicable
Traditional Estate not applicable not applicableRoad
Access Road not applicable not applicable
Shared Surface Road not applicable not applicable
Mews Courts not applicable not applicable
• The chainage and level of each tangent point, summit or valley.(It is normally necessary to show the levels to an accuracy of 3decimal places, although it is recognised that constructiontolerances are greater being about ±6 mm).
• Chainages and levels for the full length of each road at regularintervals of not more than 15 metres.
• On any section of road over which changes occur in eithersuperelevation or camber, levels should be shown along thecentre line and both channels at intervals not greater than 5metres. The channel lines should also be plotted along thelength of such changes to at least 15 metres either side thereof.
NNootteess::
(i) It is helpful if the horizontal alignment of the road is indicated onthe long section by defining sections of horizontal curvature andtangent point chainages. (See Drawing TS/1/4 on page 15).
(ii) Proposed levels at 5 metre intervals over sections of verticalcurvature.
1.10.2 Design• The design of all roads should produce a smooth vertical
alignment, and on industrial estate roads and residentialdistributor roads the vertical alignment should comply withDepartment of Transport Standard TD 9/93 with full engineeringdata on curves.
On other roads the following requirements apply:-
• All lengths of straight grade should be joined with a verticalcurve.
• The normal length of a vertical curve should be 30 metres exceptwhere this has to be varied as follows.
- At valleys and summits the maximum radius of curvatureshould be not more than 900 metres. This produces aneffective gradient between the valley or summit and points5 metres either side, of not less than 1 in 360 (0.28%).
- The radius of curvature should also be not less than 200metres. This will apply when steeper than normal gradientsare approved.
- On summit curves, the radius of curvature may need to beincreased to ensure that junction and forward visibility splaysare not obstructed.
• The maximum gradient of carriageway normally permitted is 1 in15 or 6.67%. In very hilly locations this requirement may berelaxed if the developer can demonstrate that it is impractical todevelop the site in any other way. (If the gradient has to exceed1 in 12 (8.3%) a handrail may be required alongside thefootway).
12.PART 11.10.2
• The minimum channel gradient normally permitted is 1 in 120(0.83%) or 1 in 80 (1.25%) where the road is block paved.Developers should note that this applies to the gradient of achannel on the outside of a bend. Where such bends occur theminimum centre line gradient will be steeper (the effect of thiswill be ignored for bends with a radius of at least 50 metres).
• In certain circumstances road gradients of between 1 in 120(0.83%) and 1 in 150 (0.67%) will be approved with the provisionof channel blocks which shall only be terminated at a gully.
• The gradient of the first 5 metres of any section of road from itsjunction with a more major road should be no steeper than 1 in25 (4%).
• When the longitudinal gradient of the main road is less than 1 in120 (0.83%), the side road should fall away from the main roadfor a distance of at least 30 metres, to reduce the possibility ofwater ponding within the area of the junction.
• The gradient of all footpaths should not be steeper than 1 in 12(8.3%) nor flatter than 1 in 120 (0.83%), and should have acrossfall of 1 in 30 (3.3%).
• The maximum gradient of private drives is 1 in 10 (10%).
• In areas of summit vertical curve, developers should check thatthe forward and junction visibility splays are not impeded by theheight of ground within the splay areas. For this purpose adeemed height of 250mm for vegetation shall be taken intoaccount to allow for occasions when grass has not been cut.
NNootteess
(i) The forward visibility requirements are otherwise defined in DB32 paragraphs 5:13-5:15. Developers should note that whilst thedrivers’ eye height is 1.05 metres they need to be able to see anobstruction (a small child) on the highway, at an height of only0.26 metres above carriageway level.
(ii) The junction visibility distances are defined in Tables 4.2 and 4.3.A driver needs to see other car drivers, and this requires clearsight between points 1.05 metres above carriageway level.
(iii) Where housing is intended for the disabled or elderly, themaximum drive gradient should not exceed 1 in 12 (8.3%).
(iv) Particularly when houses/garages are lower than the road,developers should bear in mind that the footway/drive crossingrises from the road at a gradient of approximately 1 in 12 (8.3%).It is normally necessary to provide a roll over before commencingthe fall of the drive or cars may ground at the junction of thefootway and drive. In certain circumstances backfall of a footwaymay be possible.
13.PART 11.10.2cont...
1.11 Tieing into Existing RoadsWhen extending an existing road, the new length of road should betied in to the existing with smooth horizontal and vertical alignments.To demonstrate this the following details should be shown:
• Existing top of kerbs, channel and centre line levels at 5 metreintervals for a distance of at least 30 metres along the existingroad. This information should be shown on both the layout planand longitudinal section.
NNootteess::
(i) If any areas of planing, regulation, or reconstruction are required,these should be shown on the plan. Unless the thickness of eachlayer in the carriageway can be established, no planing in excessof the depth of the new wearing course will be permitted. (SeeDrawing TS/2/4 on page 16).
(ii) At junctions with existing roads, channel levels on the main roadshould run through the junction and side road levels should bedesigned accordingly.
1.12 Cross SectionsCross sections of the proposed road and footway construction shouldbe shown on the plans indicating the type of materials, relevant depthsand Department of Transport specification clauses.
Further details are given in Part 2.
Cross section details of any proposed rumble strips will need to besubmitted and the height of the upstand should be no more than10mm. (See General Detail SD/RS/17)
14.PART 1
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16.PART 1TS/2/4
P A R T 2Compliance with Specification
2.1 Specification Objectives
2.2 Pavement Assessment and Design
2.2.1 General2.2.2 Subgrade Assessment2.2.3 Capping and Sub-baseTable 1 - Capping layer requirements2.2.4 Drainage2.2.5 Frost Protection2.2.6 Proof Rolling
2.3 Road Construction Details2.3.1 Industrial Estate Road2.3.2 Residential Distributor Road2.3.3 Collector Road2.3.4 Traditional Estate Road2.3.5 Access Road2.3.6 Shared Surface Road2.3.7 Mews Court
2.4 Footways, Shared Footways & Cycletracks2.4.1 General2.4.2 Footway Construction2.4.3 Vehicular Crossings2.4.4 Verges/Service Strips
2.5 Pedestrian Crossing2.5.1 General2.5.2 Pedestrial Guardrails and
Handrails2.5.3 Vehicular Guardrails and
Bridge Parapets 17.PART 2
S p e c i f i c a t i o n f o r R e s i d e n t i a l / I n d u s t r i a l E s t a t e R o a d s
Continued...
2.6 Turning Heads2.6.1 General2.6.2 Splayed Access & Private
Turning Heads
2.7 Junction Visibility2.7.1 GeneralTable 2 - Visibility Criteria - x distancesTable 3 - Visibility Criteria - y distances
2.8 Forward Visibility Splays2.8.1 GeneralTable 4 - Forward Visibility Requirements
2.9 Widening on Bends2.9.1 General
2.10 Junction Spacing2.10.1 General
2.11 Demarcation2.11.1 General
2.12 Dedication2.12.1 General
2.13 Traffic Calming2.13.1 General
2.14 Parking Requirements2.14.1 General Requirements2.14.2 Parking along Roads with a
Carriageway Width of at least 4.8metres
2.14.3 Parking along Shared Surface Roads
2.14.4 Dimensions of Car Parking Spaces
2.15 Highway Drainage2.15.1 General2.15.2 Design Considerations2.15.3 Subsoil Drainage2.15.4 Manhole and Gully Positions2.15.5 Drainage Layout2.15.6 Highway Drainage Outfall
18.PART 2
S p e c i f i c a t i o n f o r R e s i d e n t i a l / I n d u s t r i a l E s t a t e R o a d s
Continued...
2.16 Soakaways2.16.1 General
2.17 Ironwork2.17.1 Ironwork - Manholes and
Catchpit Covers2.17.2 Manholes and Catchpit
Construction and Specification2.17.3 Gully Gratings and Frames2.17.4 Gully Brickwork2.17.5 Mortar
2.18 Highway Structures2.18.1 General
2.19 Street Lighting2.19.1 Standards2.19.2 Design2.19.3 General Specification2.19.4 British Standards2.19.5 Installation2.19.6 Columns2.19.7 Lanterns2.19.8 Photo Electric Control Units
(PECU’s)2.19.9 Protection of Steel Work
Painting System2.19.10 Numbering of Columns2.19.11 Ballasts2.19.12 Capacitors2.19.13 Ignitors2.19.14 Wiring2.19.15 Isolation2.19.16 Servicing2.19.17 Reinstatement2.19.18 Completion2.19.19 Maintenance and Taking Over
19.PART 2
S p e c i f i c a t i o n f o r R e s i d e n t i a l / I n d u s t r i a l E s t a t e R o a d s
2.1 Specification ObjectivesThe standards and advice contained in this part of the guide have beenproduced to ensure the construction of roadworks to a standardsuitable for adoption by the highway authority and which can bemaintained by them at reasonable cost.
The specification is based upon the Department of Transport’s“Specification for Highway Works - 1990 Volume 7” and anyamendments thereto, relevant British Standards, advice notes, technicalmemoranda and other appropriate design standards and bulletins.Clause references, where quoted, refer to the Specification for HighwayWorks referred to above. The specification supersedes previousguidance issued by Shropshire County Council in its “Guide andSpecification to the Design of Highway/Industrial Estate Roads”. Onlymaterials from approved sources and complying with the relevantBritish Standards shall be used in the works. All sources of materialmust be agreed with the highway authority well in advance of thecommencement of any works on site.
2.2 Pavement Assessment and Design
2.2.1 GeneralThe main purpose of the foundation to a road is to distribute theapplied vehicle loads to the underlying subgrade, without causingundue distress in the foundation layer(s) or road pavement. Thestandard practice is to design for construction traffic loading unlessa service road to the development is provided.
2.2.2 Subgrade AssessmentThe subgrade is not normally strong enough to carry constructiontraffic and bound or unbound foundation layers of adequatestiffness are required to reduce the stress on the subgrade. Aknowledge of the stiffness and shear strength of the subgrade istherefore required to determine the road construction. This is doneby means of a California Bearing Ratio (CBR) test on the subgrade.Test results are normally given in percentage figures and from thesethe road construction can be assessed. Unless CBR test results aresubmitted and accepted by the highway authority in advance of sitework commencing it will be assumed that the subgrade has a CBRvalue of less than 5% and a capping layer will be required.
20.2.1
2.1.22.2
2.2.12.2.2
2.2.3 Capping and Sub-baseCapping material is used to improve and protect weak subgradeswhere a CBR of less than 5% has been achieved. This materialincreases the stiffness and strength of the formation on which thesub-base material will be placed. The following table should beused to determine capping layer thickness.
Table 1 - Capping layer requirements
Subgrade CBR Capping thickness(%) (mm)
4% 300
3% 450
2% 600
1% and below A detailed design will be required
Note:
The above thicknesses are based on the provision of a 150 mm thickMOT Type 1 sub-base layer.
Where a subgrade has a CBR below 2% it becomes unsuitable as apavement foundation and would tend to deform and ‘wave’ underconstruction traffic. If this occurs the material can be removed andreplaced by more suitable material if the depth is small. Whenlarge areas of material are to be removed, a typical depth ofbetween 0.5 metres and 1.0 metre should be excavated, resulting ina total construction depth of approximately 1.5 metres. A geotextilemembrane may be useful for segregation purposes.
Capping and sub-base materials should be provided in accordancewith the “Specification for Highway Works”.
Normally, capping materials should be provided to Clause 6F2 ofthe “Specification for Highway Works” but in adverse groundconditions a larger, coarser material should be considered.
All sub-base material should be provided in accordance with Clause803 of the “Specification for Highway Works”.
21.PART 2
2.2.3
2.2.4 DrainageIt is imperative that water is kept out of the sub-base, capping andsubgrade, both during construction and the service life of the road.Water should be prevented from entering the foundation byproviding an escape route by means of a drain located on thedownslope route from the capping or sub-base. The drain should beplaced below the bottom of the capping or sub-base (see alsoSection 2.15.3 Sub-Soil Drainage on page 62).
2.2.5 Frost ProtectionFor all road specifications, materials within 450mm of the finishedroad surface shall be non-frost susceptible as required by the“Specification for Highways Works”.
2.2.6 Proof RollingThe subgrade shall be trimmed, rolled and shaped to thesatisfaction of the Director of Environment prior to the laying of anycapping and sub-base material.
22.PART 2
2.2.42.2.52.2.6
2.3 Road Construction Details
2.3.1 Industrial Estate Roads
Technical detailsAn industrial estate road should be capable of being accessed fromprimary or district distributors or local distributors.
The internal layout should be designed to ensure that traffic queues donot form on the external highway network.
The design and location of industrial estate road accesses shouldaccord with the recommendations contained in TD42/95*.
The basic requirements for an industrial estate road are as follows:
(i) Carriageway Width: 7.3 metres maximum
(ii) Junction Radii: 15 metres minimum
(iii) Centre Line Radius: 60 metres minimum
(iv) Kerbs: 125mm kerb face height
(v) Footways and Verges:Footways are normally 1.8 metres wide on both sides. Where highway verges are provided, consideration should be given to the future maintenance of the grassed areas, which must be kept free of obstructions likely to impede easyaccess to the services beneath. Wherever possible the verges should besited behind the footway, rather thanadjacent to the carriageway.
Note:
*TD 42/95 - Geometric Design of Major/Minor Priority JunctionsPublished by the Highways Agency.
23.PART 2
2.3.1
Road Construction1) Note: General clause references derive from the Department of
Transport “Specification for Highway Works”.2) Grid for checking surface levels of pavement courses
(Clause 702.4)Longitudinal dimension 10 metresTransverse dimension 2 metres
3) Surface regularity Category of Road A(Clause 702.7)
4) Percentage Refusal Density required 93%(Clause 901/15)
5) Coated Chippings Nominal Size 20mm(Clause 915) Minimum Polished Stone 62
Value (PSV)Maximum Aggregate 12Abrasion Value (AAV)
6) Surface Texture Sand Patch MethodRequired (Clause 921)
7) BS 4987 Traffic Category A(Clauses 908, 909, 912, 914, 916 and 917)
24.PART 2
2.3.1cont
Wearing Course: 911 Hot Rolled 40 BS 594 Part 1Asphalt (HRA)
Table Nos 3Column Nos 2Marshall StabilityTarget 6 kNTolerance 2 kNMarshall Flow(Clause 917) 5mmMinimum air temperaturefor laying wearing course
(Clause 703.4) 5oC
Basecourse: 906 Dense Bitumen 100 pen 60 BS 4987: Clause 6.5Macadam 20mm aggregate(DBM)
Roadbase: 903 DBM 100 pen 225 BS 4987: Clause 5.228mm aggregate
Sub-base: 803 MOT 225 Minimum CBR: 30%Type 1 (Clause 804.3)
Total Pavement Thickness: 550mm
Clause Material Grade of
Binder
Thic
knes
s (m
m)Special
Requirements
25.PART 2TS/3A/4
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2.2.
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SS//33AA
//44
2.3.2 Residential Distributor Road
Technical Details
Residential distributor roads are through routes which distributetraffic within large residential areas where 300 or more dwellingsare being served.
This type of road is a through traffic route and frontage access willnot normally be permitted. These roads should be designed for amaximum vehicle speed of 30 mph (48 kph).
The basic requirements for a residential distributor road are asfollows:
(i) Carriageway Width: 6.1 metres - 7.3 metres
(ii) Junction Radii: 15 metres minimum
(iii) Centre Line Radius: 60 metres
(iv) Kerbs: 125mm kerb face heightPedestrian crossings are required at all road junctions.
(v) Footways and Verges: Footways are normally 1.8 metres wide, on both sides of the road. Where highway verges are provided, consideration should be given to the future maintenance of the grassed areas, which must be kept free of obstructions likely to impede easy access to the services beneath. Wherever possible verges should be sited behind the footway, rather than adjacent to the carriageway.
26.PART 2
2.3.2
Road Construction1) Note General clause references derive from the Department of
Transport “Specification for Highway Works”.2) Grid for checking surface levels of pavement courses
(Clause 702.4)Longitudinal dimension 10 metresTransverse dimension 2 metres
3) Surface regularity Category of road A(Clause 702.7)
4) Percentage Refusal 93%Density required(Clause 901/15)
5) Coated Chippings Nominal Size 20 mm(Clause 915) Minimum Polished Stone 62
Value (PSV)Maximum Aggregate 12Abrasion Value (AAV)
6) Surface Texture Sand Patch MethodRequired (Clause 921)
7) BS 4987 Traffic Category A(Clauses 908, 909, 912, 914, 916 and 917)
27.PART 2
2.3.2cont...
Wearing Course: 911 HRA 40 BS 594 Part 1Table Nos 3Column Nos 2Marshall StabilityTarget 6 kNTolerance 2 kNMarshall Flow(Clause 917) 5mmMinimum air temperaturefor laying wearing course
(Clause 703.4) 5oC
Basecourse: 906 DBM 100 pen 60 BS 4987: Clause 6.520mm aggregate
Roadbase: 903 DBM 100 pen 225 BS 4987: Clause 5.228mm aggregate
Sub-base: 803 MOT 225 Minimum CBR: 30%Type 1 (Clause 804.3)
Total Pavement Thickness: 550mm
Clause Material Grade of
Binder
Thic
knes
s (m
m)
SpecialRequirements
28.PART 2TS/3B/4
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2.3.3 Collector Road
Technical Details
A collector road is a residential road with footways, which collectstraffic from within small parts of residential areas and may take theform of a loop.
It should be designed for a maximum speed of 30 mph (48 kph).
The basic requirements for a collector road are as follows:-
(i) Carriageway Width: 5.5 metres
(ii) Junction Radii: 10.5 metres minimum
(iii) Centre Line Radius: 45 metres
(iv) Kerbs: 125 mm kerb face heightPedestrian crossings are required at all road junctions.
(v) Footways: Normally 1.8 metres wide on bothsides
(vi) Turning Heads: These are required at the end of all culs-de-sac.
Road Construction1) Note General clause references derive from the Department of
Transport “Specification for Highway Works”.
2) Grid for checking surface levels of pavement courses(Clause 702.4)
Longitudinal dimension 10 metresTransverse dimension 2 metres
3) Surface regularity Category of road A(Clause 702.7)
4) Percentage Refusal 93%Density required(Clause 901/15)
5) Coated Chippings Nominal Size 20mm(Clause 915) Minimum Polished Stone 62
Value (PSV)Maximum Aggregate 12Abrasion Value (AAV)
6) Surface Texture Sand Patch MethodRequired (Clause 921)
7) BS 4987 Traffic Category A(Clauses 908, 909, 912, 914, 916 and 917) 29.
PART 22.3.3
30.PART 2
2.3.3cont...
Clause Material Grade of
Binder Thic
knes
s (m
m) Special
Requirements
Wearing Course: 911 HRA 40 BS 594 Part 1Table Nos 3Column Nos 2Marshall StabilityTarget 6 kNTolerance 2 kNMarshall Flow
OR (Clause 917) 5mmMinimum air temperature for laying wearing course
(Clause 703.4) 5oC
912 Close 100 pen 40 BS 4987: Clause 7.3Grade 14mm aggregateMacadam
Basecourse: 906 DBM 100 pen 60 BS 4987: Clause 6.520mm aggregate
Roadbase: 903 DBM 100 pen 125 BS 4987: Clause 5.228mm aggregate
Sub-base: 803 MOT 225 Minimum CBR: 30%Type 1 (Clause 804.3)
Total Pavement Thickness: 450mm
2.3.4 Traditional Estate Road
Technical DetailsA traditional estate road provides access to residential areas andmay serve a maxiumum of 200 dwellings.
Direct access from dwellings is permitted providing adequate off-street parking facilities are made available and on-plot turningfacilities are provided.
The traditional estate road should be designed for a maximumspeed value of 25 mph (40 kph). A meandering alignment istherefore required.
The basic requirements for a traditional estate road are as follows:
(i) Carriageway Width: 5.5 metres
(ii) Junction Radii: 10.5 metres minimum
(iii) Centre Line Radius: 30 metres
(iv) Kerbs: 125 mm kerb face height, 25mm kerbface height at vehicular crossings.Pedestrian crossings are required at allroad junctions.
(v) Footways & Verges: Footways normally 1.8 metres wide onboth sides of the road. Highway vergesshould be of adequate width toaccommodate services not located in the footway.
(vi) Turning Heads: These are required at the end of all culs-de-sac.
Road Construction1) Note General clause references derive from the Department of
Transport “Specification for Highway Works”.
2) Grid for checking surface levels of pavement courses(Clause 702.4)
Longitudinal dimension 10mTransverse dimension 2m
3) Surface regularity Category of road A(Clause 702.7)
31.PART 2
2.3.4
4) Percentage Refusal 93%Density required(Clause 901/15)
5) Coated Chippings Nominal Size 20mm(Clause 915) Minimum Polished Stone 62
Value (PSV)Maximum Aggregate 12Abrasion Value (AAV)
6) Surface Texture Sand Patch MethodRequired (Clause 921)
7) BS 4987 Traffic Category A(Clauses 908, 909, 912, 914, 916 and 917)
Clause Material Grade of
Binder Thic
knes
s (m
m) Special
Requirements
Wearing Course: 911 HRA 40 BS 594 Part 1Table Nos 3Column Nos 2Marshall StabilityTarget 6 kNTolerance 2 kNMarshall Flow
OR (Clause 917) 5mmMinimum air temperature for laying wearing course
(Clause 703.4) 5oC
912 Close 100 pen 40 BS 4987: Clause 7.3Grade 14mm aggregateMacadam
Basecourse: 906 DBM 100 pen 60 BS 4987: Clause 6.520mm aggregate
Roadbase: 903 DBM 100 pen 125 BS 4987: Clause 5.228mm aggregate
Sub-base 803 MOT 225 Minimum CBR: 30%Type 1 (Clause 804.3)
Total Pavement Thickness: 450 mm
32.PART 2
2.3.4cont...
33.PART 2TS/4/4
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AC
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BA
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: Par
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ENSE
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UM
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AC
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RO
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S 49
87: P
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TP S
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m M
OT
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e 80
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NO
TE:
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ve d
esig
n ba
sed
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min
imum
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R v
alue
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Cap
ping
Lay
er t
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ness
’ see
Tab
le 1
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ping
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rem
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t 2
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sect
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Dim
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wh
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d.������������������������������������������CAMBER OR CROSSFALL 1 IN 401.
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ctor/T
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te R
oad
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5 M
etre
sDDRR
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GG NNoo
.. TTSS//
44//44
2.3.5 Access Road
Technical Details
A standard access road is a short cul-de-sac giving direct access tono more than 50 dwellings. The normal maximum length permittedis 100 metres if not a loop.
Access roads should be designed for a speed value of 20 mph (32kph).
The basic requirements for an access road are as follows
(i) Carriageway Width: 4.8 metres
(ii) Junction Radii: Normally 6.0 metres or 10.5 metres at junctions with higher order roads
(iii) Centre Line Radius: 20 metres
(iv) Kerbs: 125 mm kerb face height, 25mm kerb face height at vehicular crossings. Pedestrian crossings arerequired at all road junctions.
(v) Footways & Verges: 1.8 metres wide footways are required on both sides of the road. One footway can be omitted and replaced with a 0.5 metre wide verge if the access road is over a short length and there are no underground services or street furniture.
(vi) Turning Heads: These are required at the end of all culs-de-sac. They may be of aninformal shape providing they arecapable of containing a standard turning head.
34.PART 2
2.3.5
Road Construction(1) Note General clause references derive from the
Department of Transport “Specification for Highway Works”.
(2) Grid for checking surface levels of pavement courses(Clause 702.4)Longitudinal dimension: 10 metresTransverse dimension: 2 metres
3) Surface regularity Category of road A(Clause 702.7)
4) Percentage Refusal Density required 93%
5) Coated Chippings Not applicable
6) Surface Texture Not applicableRequired
7) BS 4987 Traffic Category A (Clauses 908, 909, 912, 914 and 916)
35.PART 2
2.3.5cont...
Wearing Course: 912 CGM 100 pen 30 BS 4987: Clause 7.410mm aggregate
Basecourse: 906 DBM 100 pen 50 BS 4987: Clause 6.520mm aggregate
Roadbase: 903 DBM 100 pen 110 BS 4987: Clause 5.228mm aggregate
Sub-base: 803 MOT 260 Minimum CBR: Type 1 (Clause 804.3) 30%
Total Pavement Thickness: 450mm
Clause Material
Grade of
Binder
Thic
knes
s (m
m)
SpecialRequirements
36.PART 2TS/5/4
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r fo
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onst
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7/4
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m C
LOSE
GR
AD
ED M
AC
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WEA
RIN
G C
OU
RSE
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BS
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: CLA
USE
7.4
(DTP
Spe
cifi
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laus
e 91
2).
50m
m D
ENSE
BIT
UM
EN M
AC
AD
AM
BA
SEC
OU
RSE
to
BS
4987
: Par
t 1
Cla
use
6.5
(DTP
Spe
cifi
cati
on C
laus
e 90
6).
110m
m D
ENSE
BIT
UM
EN M
AC
AD
AM
RO
AD
BA
SE t
oB
S 49
87: P
art
1Cla
use
5.2
(DTP
Spe
cifi
cati
on C
laus
e 90
3).
260m
m M
OT
TYPE
1 S
UB
-BA
SE M
ATE
RIA
L to
Spe
cifi
cati
on C
laus
e 80
3.
NO
TE:
Abo
ve d
esig
n ba
sed
on a
form
atio
n C
BR
val
ue o
f 5%
.Fo
r C
appi
ng L
ayer
thi
ckne
ss’ s
ee T
able
1 C
appi
ng L
ayer
Req
uire
men
ts(P
art
2 su
b se
ctio
n 2.
2.3)
.
NO
TE:
Emba
nkm
ent
or c
utti
ngsl
opes
not
to
exce
ed a
grad
ient
of 1
in 2
and
to
have
a m
inim
um le
vel
berm
of 5
00m
m fr
omba
ck o
f foo
tway
.
For
vehi
cle
cros
sing
con
stru
ctio
n se
edr
awin
g N
o. T
S/7/
4� ����Footway 1.8m wide50
0mm
Foot
way
1.8
m w
ide
Vehi
cula
r C
ross
ing ����DrivewayC
oncr
ete
bed
and
haun
chin
gto
be
in a
ccor
danc
e w
ith
Spec
ific
atio
n C
laus
e26
02 (M
ix S
T1)
Hal
f bat
tere
d ke
rbto
BS
7263
:Pa
rt 1
- Typ
e H
B2.
125
��������������������300125
50
50
150
Cla
ss 1
mor
tar
bed
14m
m t
hick
KER
B D
ETA
IL
Dim
ensi
on
s in
mill
imet
res
wh
ere
no
t st
ate
d.������Access Road - Width 4.8 Metres DDRR
AAWWIINN
GG NNoo
.. TTSS//
55//44
2.3.6 Shared Surface Road
Technical Details
A shared surface road is a joint use pedestrian/vehicular road andnormally gives access to no more than 20 dwellings.
These roads are not normally permitted to be accessed off aresidential distributor road.
Generally, additional off-street parking facilities are required inorder to discourage parking on the highway. Shared surface roadsare designed for speeds of 10 mph (16 kph). The length of this typeof road is generally restricted to 80 metres.
The basic requirements for a shared surface road are as follows:
(i) Carriageway Width: Varies between 4.1 metres and 4.8 metres. The surface finish must contrast visually with the surface of the adjoining road.
(ii) Junction Radii: Normally 4.5 metres - vehicle speedramps are used at the junction toindicate to the driver that they areentering a different pedestrian/vehicular type ofenvironment.
(iii) Centre Line Radius: Not applicable
(iv) Kerbs: Generally 40mm kerb face height -reduced to 25mm for vehicularcrossings. An alternative kerb type toordinary PCC kerbs is suggested forthese roads.
(v) Footways and Verges: Footways are not required. A minimum 1.8 metre service verge isgenerally provided on at least one side of the road.
(vi) Turning Heads: A turning head is required at the end of all culs-de-sac.
37.PART 2
2.3.6
Road Construction1) Note General clause references derive from the
Department of Transport “Specification for Highway Works”.
38.PART 12.3.6
cont...
Wearing Course: Block 60 BS 6677: Part 1 1986Pavior(Clay)
OR
Block 80 BS 6717: Part 1 1986Pavior(Concrete)
Bedding Layer: Sharp 50 BS 6677: Part 2 forSand Clay Paviors
BS 6677 Part 3 forConcrete Paviors30mm thick aftercompaction
Roadbase: 903 DBM 100 pen 110 BS 4987: Clause 5.228 mm aggregate
Subbase: 803 MOT 225* Minimum CBR:Type 1 (Clause 804.3) 30%
Total Pavement Thickness: 465 mm
*When Clay Block Paviors are used the MOT Type 1 Sub-base should be increased to 245mm
Clause Material Grade of
Binder
Thic
knes
s (m
m)
SpecialRequirements
39.PART 2TS/6/4
������������������������������������������������������������������������������������������������������������������������������������������ ����������������� �������������� �� ������������ ��������� ���������������������������������������������������������CAMBER OR CROSSFALL 1 IN 4011
0mm
DEN
SE B
ITU
MEN
MA
CA
DA
M R
OA
DB
ASE
to
BS
4987
: Par
t 1
Cla
use
5.2
(DTP
Spe
cifi
cati
on C
laus
e 90
3).
225m
m M
OT
TYPE
1 S
UB
-BA
SE M
ATE
RIA
L to
Spe
cifi
cati
on C
laus
e 80
3.(in
crea
se t
o 24
5 fo
r C
lay
Pavi
ors)
.
NO
TE:
500m
m, m
inim
umcl
eara
nce
requ
ired
to
wal
lsor
fenc
es w
here
no
serv
ice
stri
p is
to
be p
rovi
ded.
Emba
nkm
ent
or c
utti
ngsl
opes
not
to
exce
ed a
grad
ient
of 1
in 2
and
to
have
a m
inim
um le
vel b
erm
of 5
00m
m fr
om b
ack
ofke
rb.
Serv
ice
stri
p 1.
8mVe
hicu
lar
Cro
ssin
gD
rive
way
Con
cret
e be
d an
d ha
unch
ing
to b
e in
acco
rdan
ce w
ith
Spec
ific
atio
n C
laus
e26
02 (M
ix S
T1)
500m
m s
ervi
ce v
erge
Cla
ss 1
mor
tar
bed
14m
m t
hick� � � �� � � �� 150mm 15
0mm
200m
m
100m
m
Prio
rity
Ker
bs(T
ype
subj
ect
to a
ppro
val)
80m
m t
hick
CO
NC
RET
E B
LOC
K P
AV
IOR
S to
Par
t 1
BS6
717
Part
198
6or
60m
m t
hick
CLA
Y B
LOC
K P
AV
IOR
S to
BS6
677
Part
1 1
986
50m
m S
HA
RP
SAN
D B
EDD
ING
LAY
ER to
BS6
677
- Par
t 2 (c
lay)
or P
art 3
(con
cret
e)
SER
VIC
E ST
RIP
- 1.
8m W
IDE
The
serv
ice
stri
p fo
rms
part
of t
head
opta
ble
high
way
and
mus
t no
tbe
con
veye
d w
ith
the
adjo
inin
gpr
oper
ty.
It m
ust b
e gr
asse
d an
d ke
pt c
lear
of t
rees
, shr
ubs,
wal
ls, f
enci
ng,
and
any
othe
r st
ruct
ures
.
500m
m
NO
TE:
Abo
ve d
esig
n ba
sed
on a
min
imum
CB
R v
alue
of 5
%.
For
Cap
ping
Lay
er t
hick
ness
’ see
Tab
le 1
Cap
ping
Lay
er R
equi
rem
ents
(Par
t 2
sub
sect
ion
2.2.
3).
Shar
ed Su
rface
Roa
d - W
idth
4.1 M
etre
s Mini
mum
DDRRAAWW
IINNGG
NNoo.. TT
SS//66//
44
2.3.7 Mews CourtTechnical Details
The mews court is a short cul-de-sac serving a maximum of tendwellings. As it is most suited to an urban environment,Conservation Area or village infill site where its narrow entrance canmaintain the street scene, it will generally be discouraged withinlarge new housing developments.
As the mews court represents the lowest point of the adoptableroad hierarchy it is of the utmost importance that vehicle speedsshould be very low, and that drivers are made aware that they areusing a road designed primarily for the convenience of pedestriansand not that of motorists. It is therefore necessary to provide astrong physical definition of the changing character of the road, toreinforce to drivers the fact that they are entering an area wherethe vehicle plays a secondary role to the movement of pedestrians.
The basic requirements for a mews court are as follows:(i) Carriageway Width: Varies between 3.0 metres and
6.0 metres. The surface finish must contrast visually with thesurface of the adjoining road.
(ii) Junction Radii: Normally 4.5 metres - vehicle speed ramps are used at the entrance to indicate to the driver that they are entering a different pedestrian /vehicular type of environment.
(iii) Centre Line Radius: This type of road is generally provided with a straight alignment.
(iv) Kerbs: Generally 40mm kerb face height - reduced to 25mm for vehicular crossings.
(v) Footways and Verges: No footways are required. A service margin should be provided within the shared surface.
(vi) Turning Heads: Subject to the overall length of the mews court carriageway not exceeding 45 metres, it will be necessary only to provide turning facilities capable of accommodating a private car. Turning heads may be of an informal shape but must be capable of accommodating a standard turning head within the outline used.
40.PART 22.3.7
Road Construction(i) Note: General clause references derive from the
Department of Transport “Specification for Highway Work”.
41.PART 22.3.7cont.
Clause Material Grade of
Binder
Thickness (mm)
SpecialRequirements
Wearing Course: 6717 Block 60* BS 6677: Part 1 1986Pavior (Clay)
Block Pavior 80(Concrete) BS 6717: Part 1 1986
Bedding Layer: Sharp Sand 50 (30 compacted)
BS 6677: Part 2 for Clay Paviors BS 6677 Part 3 forConcrete Paviors
Sub-base 803 MOT 340 Minimum CBR: 30%Type 1 (Clause 804.3)
Total Pavement Thickness: 450mm
*Note: When Clay Block Paviors are used the MOT Type 1 Sub-base should be increased to 360mm.
42.PART 2TS/6A/4
340m
m M
OT
TYPE
1 S
UB
-BA
SE M
ATE
RIA
L to
Spe
cifi
cati
on C
laus
e 80
3.(in
crea
se t
o 36
0mm
thi
ck fo
r C
lay
Pavi
ors)
.
80m
m t
hick
CO
NC
RET
E B
LOC
K P
AV
IOR
S to
Par
t 1
BS6
717
Part
1 1
986
or 6
0mm
thi
ck C
LAY
BLO
CK
PA
VIO
RS
to B
S667
7 Pa
rt 1
198
6
���������������������������������������������������������CAMBER OR CROSSFALL 1 IN 40 0.5m
mar
gin
asop
posi
te
Con
cret
e be
d an
d ha
unch
ing
to b
e in
acco
rdan
ce w
ith
Spec
ific
atio
n C
laus
e26
02 (M
ix S
T1)
0.5m
har
d pa
ved
clea
ranc
em
argi
n
Cla
ss 1
mor
tar
bed
14m
m t
hick
150m
m
150m
m
Prio
rity
Ker
bs(T
ype
subj
ect
to a
ppro
val)
50m
m S
HA
RP
SAN
D B
EDD
ING
LAY
ER to
BS6
677
- Par
t 2 (c
lay)
or P
art 3
(con
cret
e)
Serv
ices
loca
ted
wit
hin
2.0m
wid
eco
rrid
or
500m
m
NO
TE:
Abo
ve d
esig
n ba
sed
on a
min
imum
CB
R v
alue
of 5
%.
For
Cap
ping
Lay
er t
hick
ness
’ see
Tab
le 1
Cap
ping
Lay
er R
equi
rem
ents
(Par
t 2
sub
sect
ion
2.2.
3).
������������Driveway 200m
m
100m
m
Mew
s Cou
rt - W
idth
3.0
- 6.0
Met
res
DDRRAAWW
IINNGG
NNoo.. TT
SS//66AA
//44
2.4 Footways, Shared Footways & Cycle Tracks
2.4.1 GeneralThe basic requirements for footways, shared footways and cycletracks are as follows:
(i) Width: 1.8 metres for footways provided adjacent to the carriageway. 2.5 metres minimum for segregated cycle tracks. 3.0 metres minimum for shared footway/cycle tracks.
(ii) Crossfall and Gradients: 1 in 30 crossfall for footways 1 in 40 camber (balanced) for cycle tracks.
(iii) Kerbs and Edging: Provided as a permanent edge support, laid flush with the finished level of the adjacent ground.
2.4.2 Footway Construction20mm thick medium grade macadam wearing course to BS 4987:Part 1 - Clause 7.6 using 6mm aggregate. “Specification forHighway Works” - Clause 912.
40mm thick dense bitumen macadam basecourse to BS 4987: Part1 - Clause 6.5 using 20mm aggregate. “Specification for HighwayWorks” - Clause 906.
125mm thick granular sub-base material Type 1. “Specification forHighway Works” - Clause 803.
Total thickness 185mm
2.4.3 Vehicular CrossingsWhere vehicular crossings are required over footways or verges thekerb shall be dropped to give a face height of 25mm.
The minimum crossing width shall be 2.4 metres, measured alongthe rear edge of the footway or verge.
Each side of the crossing shall be splayed at an angle of 45° fromthe edge of the carriageway.
Construction of the crossing shall be as for footway construction, butthe Type 1 sub-base material shall be increased to a depth of200mm.
43.PART 2
2.42.4.12.4.22.4.3
Notes:
(i) Where a vehicular crossing serves two or more properties or acar parking area the thickness of basecourse layer shall beincreased to 80mm.
(ii) Vehicular crossings on industrial estate roads shall beconstructed using carriageway specification.
2.4.4 Verges/Service StripsAll verges/service strips shall be cleared of all debris, prior tolevelling. The verge area shall be of good quality topsoil and dug orrotavated to a minimum depth of 150mm and either seeded orturfed.
Seeding shall be provided at a rate of not less than 25 grams persquare metre and not more than 50 grams per square metre. Afterseeding the area shall be lightly raked and not rolled. If turf is used,the area shall be rolled before and after laying, using a non-vibrating roller, weighing between 250 kg and 500 kg. The finishedlevel of the grass shall be approximately 40 mm above thesurrounding paving, edges, manhole covers etc.
The developer will be responsible for maintaining the grassed areasup to the date of adoption.
44.PART 22.4.4
45.PART 2TS/7/4
CO
NST
RU
CTI
ON
SPE
CIF
ICA
TIO
N
20 m
m t
hick
MED
IUM
GR
AD
E M
AC
AD
AM
WEA
RIN
GC
OU
RSE
to B
S 49
87: P
art 1
: Cla
use
7.6
(DTP
Spe
cific
atio
nC
laus
e 91
2).
40m
m D
ENSE
BIT
UM
EN M
AC
AD
AM
BA
SEC
OU
RSE
to
BS
4987
: Par
t 1
1993
. Cla
use
6.5
(DTP
Spe
cifi
cati
onC
laus
e 90
6).
125m
m t
hick
GR
AN
ULA
R S
UB
-BA
SE M
ATE
RIA
L TY
PE 1
to D
TP S
peci
fica
tion
Cla
use
803.
NO
TES.
1. B
asec
ours
e th
ickn
ess
to b
e in
crea
sed
to 8
0mm
for
vehi
cula
r cr
ossi
ngs
serv
ing
2 or
mor
e pr
oper
ties
and
park
ing
area
s.2.
Sub
-bas
e m
ater
ial t
o be
incr
ease
d to
200
mm
thi
ckfo
r ve
hicu
lar
cros
sing
s.
38m
m
������������Footway /Cycleway - 3.0 metres wide) Cam
ber
1 in
40
125m
m
150m
m
45m
m
200m
m ���������������������Footway15
0mm
25m
m
���������������Vehicular Crossing over footway Driveway 125
x 15
0 m
m H
ydra
ulic
ally
pre
ssed
pre
cast
con
cret
e bu
llnos
edke
rb to
BS
7263
: Par
t 1: 1
994.
Typ
e BN
150
x 50
mm
Hyd
raul
ical
ly p
ress
ed p
reca
st c
oncr
ete
edgi
ng k
erb
to B
S 72
63: P
art 1
: 199
4. T
ype
EF la
id a
nd h
aunc
hed
with
con
cret
ein
acc
orda
nce
with
DTP
Spe
cific
atio
n C
laus
e 26
02 (M
ix S
T1)
Foot
way,
Vehic
le Cr
ossin
g &
Cycle
way D
etail
sDDRR
AAWWIINN
GG NNoo
.. TTSS//
77//44
2.5 Pedestrian Crossings
2.5.1 GeneralPedestrian crossings will be required at all road junctions tofacilitate the crossing of prams and wheelchairs. The crossing shallbe provided in accordance with DU Circular 1/91 - “The Use ofTactile Surfaces and Dropped Kerbs at Pedestrian Crossing Points”.(See General Detail SD/PC/3, page 69)
2.5.2 Pedestrian Guardrails and HandrailsPedestrian guardrails shall be provided where directed by theDirector of Environment. Such rails shall be of aluminium alloy ormild steel and shall comply with BS 3049 - Table 1 - Class A.Vertical bar infilling shall be provided. Handrails shall be similarlyconstructed. (See General Detail SD/PG/1, page 67)
2.5.3 Vehicular Guardrails and Bridge ParapetsVehicular guardrails, which may fulfil the dual function of being apedestrian guardrail, shall be provided where directed by theDirector of Environment. Such guardrails will normally be requiredwhere there exists a substantially lower level adjacent to thehighway, such as at bridges, underpasses, culverts and retainingwalls and will be required to protect pedestrians and/or vehicles.
The design will be dependent upon the type and speed of trafficusing the specific road and shall generally follow the specificationlaid down in the “Specification for Highway Works.”
46.PART 2
2.52.5.12.5.22.5.3
2.6 Turning Heads
2.6.1 GeneralTurning heads/spaces should be provided wherever vehicles wouldotherwise have to reverse over long distances or when they mightturn in a location which could result in over-run of and damage tothe adjacent footway and/or verges.
Every estate road should, therefore, terminate with a turning heador a temporary turning head if the estate is phased. However, byterminating phases at road junctions, they can be used as a turninghead, thus avoiding the expense of constructing a temporary turninghead only for them to be broken out again.
The following turning heads should be provided:-
(i) Within an industrial estate, the turning head should bedesigned to accommodate the vehicles likely to use it. Turninghead radii will normally be either 10.5metres or 15metres.These should generally comply with Drawing TS/8/4. Furtherexamples may be found in “Designing for Deliveries”*.
(ii) Turning heads on collector roads and traditional estate roadsshall generally comply with Drawing TS/9/4.
(iii) Turning heads in access roads and shared surface roadsmay be reduced to the dimensions indicated on DrawingTS/10/4.
(iv) Amorphous turning heads are acceptable provided theyencompass the standard shape applicable to the type of estateroad and are constructed using standard radius kerbs.
*Designing for Deliveries, published by the Freight TransportAssociation.
47.PART 2
2.62.6.1
48.PART 2TS/8/4
NO
TE:
The
turn
ing
head
rad
ii m
ay b
e re
duce
d to
10.
5 m
etre
sif
the
site
ser
ves
only
sm
all c
omm
erci
al p
rem
ises
. A
nyre
duct
ion
mus
t be
agr
eed
wit
h th
e D
irec
tor
ofEn
viro
nmen
t.
41.0
m
2.0m
This
form
of t
urni
ng h
ead
is p
refe
rred
if a
futu
reex
tens
ion
to th
e in
dust
rial
est
ate
road
is li
kely
.
15.0
m15
.0m
2.0m
1.8m
1.8m
1.8m
6.75
-7.
3m
15.0
m
15.0
m
15.0
m
15.0
m
1.8m
2.0m
6.75
-7.
3m
Turn
ing H
eads
- In
dustr
ial E
state
Roa
dsDDRR
AAWWIINN
GG NNoo
.. TTSS//
88//44
49.PART 2TS/9/4
NO
TE:
If fo
otw
ay is
om
itte
d a
min
imum
ver
ge/
serv
ice
stri
pof
1.0
met
res
wid
th is
req
uire
d to
the
tur
ning
hea
d.
1.0m
7.5m
7.5m
7.5m
1.0m
5.5m
7.5m
1.0m
22.0
m
9.0m
9.0m
9.0m
3.0m
14m
app
rox.
60°
This
form
of t
urni
ng h
ead
is p
refe
rred
if a
ext
ensi
onto
the
esta
te r
oad
is li
kely
.
5.5m
Turn
ing H
eads
- Co
llecto
r Roa
ds a
nd Tr
aditio
nal E
state
Roa
dsDDRR
AAWWIINN
GG NNoo
.. TTSS//
99//44
50.PART 2TS/10/4
7.5m
6.0m
If th
e ro
ad w
idth
is le
ss th
an 4
.8 m
etre
s th
en th
een
try
radi
us s
houl
d be
incr
ease
d to
15.
0 m
etre
s
7.5m
7.5m
6.0m
6.0m
6.0m
1.8m
1.8m
11.0
m
17.0
m
2.0m
11.5
m11
.5m
4.0m
SM
ALL
STA
ND
AR
D T
UR
NIN
G H
EAD
S
SM
ALL
AM
OR
PH
OU
S T
UR
NIN
G H
EAD
S
10.0
m
12.0
m
Turn
ing H
eads
- Ac
cess
Roa
ds a
nd Sh
ared
Surfa
ce R
oads
DDRRAAWW
IINNGG
NNoo.. TT
SS//1100
//44
2.6.2 Access to properties If access is permitted to properties from residential distributor ormajor collector roads, the access must be constructed in accordancewith Drawing TS/11/4 and provided with a turning space. Thewhole of the splayed area shall be constructed to a vehicularcrossing specification. (See Part 2 Sub-section 2.4.3).
Private vehicular accesses will not normally be acceptable:-
(i) Within the bellmouth of a junction
(ii) Along a traditional estate road within 20 metres of its junctionwith a residential distributor or classified road
(iii) On any other road, within 15 metres of its junction with aresidential distributor or classified road.
Private vehicular access onto traditional estate roads should whereappropriate be grouped in order to limit the number of individualaccess points onto the highway.
Accesses should normally join the carriageway at right angles toprevent difficulties in use.
Vehicular crossings across footways for roads of 6 metres width orless should be set in accordance with General Detail SD/FC/18 p84.
2.7 Junction Visibility
2.7.1 GeneralJunction visibility splays should be determined from the followingtables:
Table 2 Distance along centre line of minor access:-‘x’ distance
Industrial Development andHigher Order Roads normally 4.5mHeavy trafficked minor roads 9.0mLightly trafficked minor roads 4.5mLower Order Roads 2.4mPrivate Access (up to 5 houses) 2.0m
In most cases a distance of 4.5metres should be sufficient for trafficvolumes on the minor road of 300 vehicles per hour or less.
An ‘x’ distance of 2.4metres will normally be acceptable where
traffic volumes on the minor road do not exceed 100 vehicles perhour.
51.PART 2
2.62.7
2.7.1
Table 3: Distance along carriageway edge:- ‘y’ distance
Speed kph 120 100 80 64 50 40 32 16mph 70 60 50 40 30 25 20 10
Distance (m) 295 215 160 120 90*/60** 45 33 14
*Distance 90 metres where the major road is a higher order road.**Distance 60 metres where the major road is a lower order road.
2.8 Forward Visibility Splays
2.8.1 GeneralAs with road junctions, the provision of forward visibility splays onbends should relate to the expected speed of vehicles and theirstopping distances.
Forward visibility splays for residential distributor and industrialestate roads shall be applied in accordance with therecommendations of the Department of Transport Standard TD9/93.
For other roads, forward visibility splays shall be determined inaccordance with the table below.
Table 4: Forward visibility splays
Speed mph 30 25 20 10kph 48 40 32 16
Stopping Distance (m) *70/50 40 33 14
*Used where the priority road is not an access road but a higherroad order.
(Note)The setting out of a forward visibility splay around a bend isindicated on Drawing TS/12/4 p53..
52.PART 2
2.82.8.1
Splayed Access & Private Turning AreasDDRRAAWWIINNGG NNoo.. TTSS//1111//44
*Mimum DistanceOn this arrangement the minimum distanceis 13.5m. If the surface area is greater orof different shape this minimum may bereduced.
2.4m
Transition Kerb
Dropped Kerb
MinimumDistance*
4.5m4.5m
5.0m
4.5m
1.8m
4.5m
1.8m
Garage
0.9m
45° 45°
4.5m4.5m
1.8m1.8m
2.4m Garage
4.5m4.5m
4.5m
1.8m
2.4m
3.1m
Garage
53.PART 2TS/11/4
54.PART 2TS/12/4
Forw
ard
Vis
ibili
ty o
n B
ends
To d
efin
e th
e vi
sibi
lity
set b
ack
requ
ired
on
bend
s th
e fo
llow
ing
met
hod
shou
ld b
e us
ed:-
1.A
line
sho
uld
be d
raw
n pa
ralle
l to
the
insi
de k
erb,
1.5
met
res
into
the
car
riag
eway
to
repr
esen
t th
e pa
th o
f a v
ehic
le.
2.O
btai
n th
e ve
hicl
e de
sign
spe
ed fr
om T
able
4 S
ecti
on 2
.8. U
sing
this
spe
ed t
he r
equi
red
stop
ping
dis
tanc
e sh
ould
be
obta
ined
and
then
mea
sure
d ba
ck a
long
the
line
from
tan
gent
poi
nt A
.3.
The
stop
ping
dis
tanc
e sh
ould
the
n be
div
ided
into
equ
al in
crem
ents
of 3
met
res
say,
and
the
incr
emen
t po
ints
num
bere
d in
seq
uenc
e.4.
The
sam
e in
crem
ents
sho
uld
be p
lott
ed a
roun
d th
e cu
rve
and
cont
inue
d t
o a
full
stop
ping
dis
tanc
e be
yond
tan
gent
poi
nt B
.5.
Incr
emen
ts o
f the
sam
e nu
mbe
r sh
ould
be
join
ed b
y a
seri
es o
fst
raig
ht li
nes.
The
se s
erve
as
tang
ents
to
a cu
rved
line
whi
chis
con
stru
cted
by
join
ing
the
tang
ents
.6.
The
area
bet
wee
n th
e lin
e re
ferr
ed to
in 5
and
the
insi
de k
erbs
, sho
wn
hatc
hed
is t
hat
whi
ch s
houl
d be
kep
t cl
ear
of o
bstr
ucti
on.
2
Hat
ched
are
a to
be
kept
cle
ar o
fob
stru
ctio
n ab
ove
a he
ight
of
600m
m.
Not
e: W
here
sum
mits
of v
ertic
alcu
rves
occ
ur th
is h
eigh
t will
nee
dto
be
redu
ced.
1876543B2
1
8
7
6
54
32
8A
17
65
43
2
1.5
m
1.5
m
Stop
ping
Dis
tanc
e
Stop
ping
Dis
tanc
eForw
ard
Visib
ility O
n Be
nds
DDRRAAWW
IINNGG
NNoo.. TT
SS//1122
//44
2.9 Widening on Bends
2.9.1 GeneralWidening is required on bends when the swept path of vehicles isgreater than the width of the carriageway. The widening is normallyapplied to the inner radius of the bend.
Road widening to distributor roads and industrial estate roads witha carriageway width of 6.75 metres or greater shall be applied inaccordance with the recommendations of the Department ofTransport Standard TD 9/93 and Advice Note TA 42/95.
For collector roads, widening shall be applied on the inside of thebend in accordance with the following Table.
2.10 Junction Spacing
2.10.1 GeneralAs a general rule, junctions between adoptable roads on the sameside of the street should be spaced at least the visibility ‘y’ distanceapart. (see Table 3 page 51)
Where the junctions are off an Access Road (i.e. serving up to 50dwellings) the spacing may be reduced to 45 metres.
Junctions on opposite sides of a street should be at least 40 metresapart on Distributor and Industrial Estate Roads, 25 metres aparton Collector Roads, and elsewhere should be so spaced that thebellmouth areas between tangent points do not overlap.
55.PART 2
2.92.9.12.10
2.10.1
Table 5
Centre Line 15 20 25 30 35 40Radius (m)
Amount of 0.75 0.60 0.50 0.45 0.375 0.35Widening (m)
Centre Line 45 50 55 60 70 80Radius (m)
Amount of 0.30 0.275 0.25 0.225 0.20 0.15Widening (m)
2.11 Demarcation
2.11.1 GeneralAll visibility splays and services verges, entrances to private drivesand driveways serving grouped parking areas shall be clearlydefined on the ground, by means of a row of granite setts, paviorsor a continuous line of edging kerbs.
2.12 Dedication
2.12.1 GeneralAll land enclosed within junction visibility splays, forward visibilitysplays and services verges shall be dedicated to the HighwayAuthority in conjunction with the Section 38 Agreement.Convenants are not an acceptable alternative. However, in certaincircumstances and upon adoption of the road a ‘licence to cultivate’may be obtained subject to the prior approval of the Director ofEnvironment.
2.13 Traffic Calming
2.13.1 GeneralTraffic calming is becoming an essential design consideration for allresidential estate roads whether higher order or lower order typeroads. Consideration is required, therefore, to take into accountvehicle speeds and methods to restrain them.
Restricted visibility alone cannot be considered a safe means ofreducing vehicle speed. For safety, drivers must be able to seepotential hazards and be able to slow down or stop before reachingthem. It is necessary therefore to consider alternative means ofslowing vehicle speeds and by introducing both vertical andhorizontal changes this can be achieved.
It is essential to give the impression to drivers that through the roadhierarchy they drive progressively slower.
56.PART 2
2.112.11.12.12
2.12.12.13
2.13.1
Vehicle speeds can be reduced by a number of design featureswithout causing discomfort and inconvenience to cyclists, driversand their passengers and pedestrians.
It is suggested that the combination of the following features andrestraints may be effective in reducing vehicle speeds:
• Road alignments with short straights or frequent bends.
• Reduced forward visibility on bends in the road
• Tighter radii on bends
• Varying carriageway widths by the introduction of chicanes,narrowings and entrance details
• Entrance details and gateways at the beginning of theroad/development.
• Changes in the road surface material using block paviors
• Junction plateau and tables
• Mini islands
• Reducing the apparent width of the carriageway by markings
• Shared surface roads
Note: The above measures are not in priority order.
To minimise inconvenience to residents and drivers, every effortshould be made to keep to a minimum the number of speedrestrictions used. It is essential therefore that the HighwayAuthority is consulted at an early stage in the design process toagree suitable traffic calming measures.
Appropriate warning signage and street lighting will be requiredwhere any traffic calming is provided. Street lighting will be requiredto illuminate chicanes, tight radii bends, islands and raised junctionsand platforms.
See Drawing TS/14/4 page 57 for typical examples of trafficcalming measures.
57.PART 22.13.1cont...
58.PART 2TS/14/4
Examples Of Traffic CalmingDDRRAAWWIINNGG NNoo.. TTSS//1144//44
Speed ReducingPlateau
Junction Plateau Entry Plateau
CarriagewayNarrowing
CarriagewayNarrowing
Mini-Roundabout
2.14 Parking Requirements
2.14.1 General RequirementsParking spaces should be provided in accordance with the standardslaid down in the Local Plan(s) by the Local Planning Authority.However the following points should be considered and may assistin satisfying the provisions for residential requirements.
• Parking spaces should be convenient and visible to thehouseholder and any visitors, otherwise they may choose topark on the highway in preference to the parking spaces.
• Parking spaces must not be sited so that vision at junctions isobstructed.
• A garage will be counted as a parking space.
• The front face of any garage should be at least 6 metres fromthe back of footpath, service strip or visibility splay.
• The Highway Authority will not normally adopt parking areasand if communal parking provision is to be considered thedeveloper should consider how the area is to be maintained.Such parking areas should be designed so as to be convenientlyused, and should be visible from both the highway and thehouses they serve. Failure to observe this advice may result inthe parking areas not being used for fear of vandalism.
• The advice contained in DB 32 and the publication ‘HousingDesign Awards 1985’ both recommend the provision ofunassigned parking areas on all housing sites.
2.14.2 Parking along Shared Surface RoadsCar parking facilities for dwellings sited on shared surface roads willfrequently exceed “normal” requirements in order to reduce thelikelihood of on-street parking on the normal road to theinconvenience of residents and visitors.
59.PART 2
2.142.14.12.14.2
2.14.3 Dimensions of Car Parking Spaces andAccess to Parking AreasGenerally:-
(i) 4.8 metres long by 2.4 metres wide for communal parkingareas.
(ii) 6.0 metres long by 2.5 metres wide when parallel with andadjacent to carriageways.
• The minimum aisle width between grouped parking should be6.0 metres. Between facing garages in garage forecourts theaisle width should be at least 7.3 metres.
• Driveways serving up to 25 grouped garages or parking placesmay be 3.0 metres wide, with 4.1 metres passing places wherenecessary.
• Driveways serving more than 25 garages or parking spacesshould be 4.1 metres wide.
2.15 Highway Drainage
2.15.1 GeneralA positive system of drainage should be provided for the collectionand disposal of surface water from all estate roads. Surface waterfrom the highway will generally be disposed of by one of thefollowing methods.
(i) Gullies connecting to a public sewer which is or will be thesubject of a Section 104 Agreement with the Water Authority.
In this case only the gullies and their connections to the sewerwill be adopted by the Highway Authority.
(ii) Where the surface water drainage system being provided is forthe disposal of water from the roads only, the system will beadopted under the terms of the Section 38 Agreement with theHighway Authority.
(iii) Soakaways for highway drainage are generally not acceptable.However, where a developer can demonstrate to the reasonablesatisfaction of the Director of Environment that no positivesurface water outfall can be provided, then the use ofsoakaways may be considered.
60.PART 22.14.32.14.42.15
2.15.1
2.15.2 Design Considerations(i) Maximum gully connection length 20 metres(ii) Minimum pipe diameter 150mm(iii) Maximum manhole (catchpit) spacing 90 metres(iv) Gully spacing - in accordance with TRRL
Laboratory Report 277(v) Pipe Capacities - in accordance with “Tables for the Hydraulic
Design of Pipes and Sewers”: Fourth Edition:1983 Published by the Hydraulic Research Station
(vi) Design Method - Modified Rational Method (Volume 4 of the Wallingford Procedure)
(vii) Design Parameters:Storm Frequency: One in 1 year unless otherwise advisedTime of Entry: 2 minutes Velocity at full bore: 0.75m/sec. minimumRoughness value: 0.15mm
Class of Pipe: The classification of the pipe shall be inaccordance with “Simplified Tables of ExternalLoads on Buried Pipelines”. (HMSO 1986) andwith “A Guide to Design Loadings for Buried RigidPipes” (HMSO 1983).
Protection: Where pipes are laid with less than 1.2 metres ofcover under carriageways or 0.9 metres of coverunder footways and verges the pipes shall have150mm concrete bed and surround protection.
Note:A worked example for the sizing of highway drains is given on Table No. TS/13/4 page 61
61.PART 22.15.2
62.PART 2TS/13/4
The
next
gul
ly o
n th
e se
ctio
n of
roa
d is
app
roxi
mat
ely
330
m fr
om th
e la
stpr
opos
ed p
air
of g
ullie
s at
cha
inag
e 4
47.
The
road
wid
th is
ass
umed
to
be 4
.5 m
etre
s.
1 2 2 3 3 4 4 5 5 6 6
Exis
ting
Man
hole
445.
0
372.
5
372.
5
300.
0
300.
0
215.
0
215.
0
117.
5
117.
5
20.0
20.0
92.1
64
91.2
99
91.2
99
90.9
13
90.9
13
90.6
58
90.6
58
89.1
57
89.1
57
87.9
66
87.9
66
Exis
ting
inve
rt
91.1
64
90.2
99
90.2
99
89.9
13
89.9
13
89.4
58
89.4
58
88.1
57
88.1
57
86.9
66
86.9
66
84.7
36
0.86
5
0.38
6
0.45
5
1.30
1
1.19
1
0.27
0
72.5
72.5
85.0
97.5
97.5
30.0
84 188
187
75 82 111
1.67
1.12
1.06
1.74
1.67
1.44
0.72
1.09
1.34
0.93
0.97
0.35
2.72
3.81
5.15
6.08
7.05 7.4
71.5
60.9
53.7
49.7
46.3
45.2
1485
134
561
405
338
454
45.2
1485
1619
2180
2585
2923
3377
3604
32.1
36.9
38.6
40.4
43.5
45.3
225
225
225
225
225
225
66.4
42.2
42.2
69.1
66.4
57.3
Man
hole
No.
Cha
inag
e
m
Cha
nnel
Leve
lm
Inve
rtLe
vel
m
Fall
m
Dis
tanc
e
m
Gra
dien
t
1 in
Velo
city
m/s
Tim
e of
Flow min
Tim
e of
con.
min
Rate
of
Rain
mm
/h
Impe
rmea
ble
Are
aC
umul
ativ
esq
.m
Rate
of F
low
cont
ent x
2.7
8x10
(-4)
l/s
Pipe
Size
mm
Pipe
capa
.l/
s
Rem
arks
Stor
m F
requ
ency
one
in 1
yea
rR
ough
ness
coe
ffic
ient
0.1
5mm
Tim
e of
Ent
ry 2
min
s
Typic
al De
sign
For S
izing
High
way D
rains
TTAABBLL
EE NNoo
.. TTSS//
1133//44
2.15.3 Sub-Soil DrainageSub-soil drainage should be provided in areas of high water table. A system of sub-soil drainage or French drains shall be provided toensure the water table is permanently reduced to a level 600mmbelow carriageway formation level.
The water table level should be determined by auguring boreholesas required by the Director of Environment.
2.15.4 Manhole and Gully Positions(a) Manholes/catchpits should be provided at:
(i) every change of gradient or alignment(ii) every change in size of pipe(iii) a maximum spacing of 90 metres
(b) Gullies should be positioned so that:(i) The area draining to each road gully does not exceed 200
square metres(ii) The spacing of gullies does not exceed 50 metres along
each channel(iii) Double gullies are provided at all low points on a concave
channel profile. In this circumstance, separateconnections should be provided to each gully.
(iv) At all road junctions, pedestrian crossings and privatedrive entrances they are sited on the upstream side of the road.
(v) The maximum length of connection is 20 metres.
2.15.5 Drainage LayoutAll information relevant to highway drainage must be provided. Anyhighways to be adopted by the Highway Authority should be clearlyidentified on the layout plan and longitudinal sections, indicating thesize of the pipe gradient, class and type of pipe to be used.
Capacity calculations will be required - see Table No. TS/13/4 to verifythe size and diameter of pipe proposed.
Manholes should be numbered and their internal diameters clearlyidentified.
All road gullies and their connections should be shown on the plans,including any required at low points, in bell mouths, in turning headsand on footways.
Note: A highway drain by definition takes only surface water from thehighway. No connections from private property will be permitted.
63.PART 22.15.32.15.42.15.5
2.15.6 Highway Drainage OutfallA highway drain must discharge to a positive outfall which can beone of the following.
i) A public sewer (subject to approval from the Water Authority)
ii) A suitable river or other watercourse (subject to approval fromthe National Rivers Authority (NRA)) Copies of the written consent to discharge must be providedprior to the completion of the Section 38 Agreement.
iii) In exceptional circumstances, to an existing highway drain or viaa soakaway network (see Section 2.16 Soakaways). A highwaydrain is a private drain owned by the Highway Authority andthere is no right to connect to it. Permission to connect may begiven providing there is sufficient capacity within the systemand there are no downstream outfall problems or restrictions.A charge may be levied for connection to the highway drain.
If any proposed highway drain passes under ground not within theexisting or proposed highway, the developer shall secure aneasement for any such drains. The easement shall relate to a 6metre width, centred upon the drain for the length of the routeoutside of the developer’s control and/ or the existing highway. TheSection 38 Agreement will not be completed without such aneasement.
2.16 Soakaways
2.16.1 GeneralThe use and discharge of highway surface water into soakaways willonly be considered in exceptional circumstances and where noalternative positive surface water drainage system is available ieditchcourses, watercourses, or surface water sewers.
The use of soakaways will however only be accepted where proof ofextensive investigation of the existing ground conditions has beenprovided and considered.
Guidance on the determination of soakaway sizing and constructiondetails is given in Building Research Establishment Digest 365.Copies of this document may be acquired from Her Majesty’sStationery Office.
In the event that the developer can satisfy all of the required criteriafor a soakaway system a detailed submission should be forwardedfor checking and/or approving.64.
PART 22.15.62.16
2.16.1
In the situation whereby the County Council accept a soakawaysystem as a means of dealing with the surface water discharge acommuted sum will be levied for the ongoing maintenance andeventual replacement cost of the system.
The standard soakaway detail indicated on Drawing SD/SK/2 page68 should be provided where the use of soakaways is approved.Where ground conditions are less suitable and the level of the watertable is higher than normal, a trench herringbone type soakawaysystem may be considered.
2.17 Ironwork
2.17.1 Ironwork - Manhole and Catchpit CoversCovers and frames should comply with EN124 1994 and are to havea minimum square opening of 600mm.
(a) Covers and frames used on industrial and residential distributorroads shall be to Class D - 400.
Minimum Frame Depth 150mmMinimum Bedding Width 75mmMinimum Total Mass Grey Iron 220kgMinimum Total Mass Ductile Iron 140kg
(b) Covers and frames in carriageway for all other estate roadsshall be to Class D - 400
Minimum Frame Depth 150mmMinimum Bedding Width 75mmMinimum Total Mass Grey Iron 190kgMinimum Total Mass Ductile Iron 125kgBS497 equivalent MA60.
(c) Covers and frames used in footways and verges shall be toClass B - 125
Minimum Frame Depth 100mmMinimum Bedding Width 75mmBS497 equivalent MB1.
Note: All manhole covers and inspection covers used must be greyor ductile iron manufactured to EN124 and stamped with the BSIKitemark or approved Third Party Independent Certification Mark.
65.PART 2
2.16.1 cont.2.17
2.17.1
2.17.2 Manhole and Catchpit Construction Specification
(a) All precast concrete cover slabs, chamber rings, shaft rings,reducing slabs and tapers are to comply with BS5911 : Part 1 :1901 AMD 4035 : 1982 and are to be bedded on Class 1mortar or approved sealant.
(b) Galvanised malleable step irons are to comply with BS1247.
(c) Internal surface finishes of manholes to in-situ concrete are tobe Class U3 or F3 where applicable. External surface finishesto in-situ concrete to be Class U1 or F1 where applicable.
(d) A 50mm thick granolithic concrete finish to comply with Table 3(all in aggregate) BS882.-1983, will be applied to benching andchannel within 48 hours of pouring concrete to base. Channelsmay be formed from precast units in which case a granolithicfinish is necessary only on benching.
(e) All concrete shall comply with Clause 2602 and be fullycompacted by vibrator.
(f) Safety chains to be used in all pipes of 700mm diameter andabove.
(g) Any voids formed below the manhole structure shall bebackfilled with concrete to DTP Specification Clause 2602.
(h) Chamber diameters to comply with the following:
Diameter of Ring (mm) Type Ref.
1050 A1200 B1350 C1500 D1800 E2100 F
(i) Bricks to comply with Specification Clause 2406.
2.17.3 Gully Gratings and FramesAll gully gratings and frames to be grey or ductile ironmanufactured to EN124.1994 and stamped with the BSI Kitemark orapproved Third Party Independent Certification Mark.
66.PART 22.17.22.17.3
(a) Grey Iron (for industrial estate and Class D - 400higher order roads)Minimum Frame Depth 140mmMinimum Bedding Width of Frame 75mmDouble Triangular, Bolted, Non-Rock
(b) Ductile Iron (lower order roads).Minimum Frame Depth 100mmSingle Piece, Hinged, Non-Rock 75mm
2.17.4 Gully BrickworkBrickwork used for adjusting covers shall be Class B Engineeringcomplying with BS3921. All brickwork shall be 225mm English Bondwith headers always as the top course.
2.17.5 Mortar(a) Cement mortar used for brickwork shall be 1 to 3, cement :
sand to Clause 2404, Class 1.
(b) Over excavation shall be backfilled with Class C20P concrete.
2.18 Highway Structures
2.18.1 GeneralAny highway structures will need to be assessed individually by theDirector. Where structures are anticipated the developer shouldseek guidance at an early stage as technical approval procedureswill apply in most circumstances.
Normally only highway structures which materially affect thestructural integrity of and support the highway carriageway will beconsidered for adoption. All structures must receive structuralapproval in accordance with the Design Certificate.
All culverts and/or large diameter pipes (greater than 900mm) areconsidered to be structures and as such require technical approvalin accordance with the Design Certificate.
A Design Certificate shall be completed with reference to the specificdesign standard used and should be signed by a Structural Engineerand/or Chartered Engineer. Certificates and procedures will normallyfollow those laid down in the Department of Transport StandardBD2/89: Part 1 and Advice Note BA32/89: Part 1. Standard DesignCertifications can be obtained from the Director (DevelopmentControl Section - Highways).
67.PART 22.17.42.17.52.18
2.18.1
68.PART 2
SD/PG/1
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dest
rian
gua
rd r
ail t
o be
1000
mm
hig
h m
inim
um.
2.Pe
dest
rian
gua
rd r
ail t
o be
mad
e of
eit
her
a.A
lum
iniu
m A
lloy
- Mill
Fin
ish
b.M
ild S
teel
- D
esca
led
bypi
cklin
g an
d ho
t dip
gal
vani
sed
in a
ccor
danc
e w
ith
BS
729.
SID
E V
IEW
Con
cret
e to
Spe
cific
atio
nfo
r H
ighw
ay W
orks
Cla
use
2602
300m
m30
0 m
m
300m
m30
0mm
300m
m
END
VIE
W
125
mm
NB:
con
cret
e - 0
.027
cu.
mm
inim
um p
er p
ost.
Fram
ed Pe
destr
ian G
uard
Rail
With
Ver
tical
Bar I
nfilli
ngDDRR
AAWWIINN
GG NNoo
.. SSDD//
PPGG//11
69.PART 2
SD/SK/2
STA
ND
AR
D S
OA
KA
WA
Y
NO
TES.
1. V
olum
e sh
all b
e5.8
cu.
m a
ppro
xim
ate
capa
city
to
inve
rt le
vel.
2. N
orm
ally
onl
y 2
no. r
oad
gulli
es s
hall
drai
n to
eac
h so
akaw
ay w
ith
2.5
cu.m
capa
city
for
each
gul
ly.
Gul
lies
shal
ldr
ain
160s
q.m
of p
aved
hig
hway
,in
clud
ing
foot
way
s.3.
In e
xcep
tion
al c
ircu
mst
ance
s 3
no.
gulli
es s
hall
be p
erm
itte
d to
dra
in t
o a
soak
away
dep
eden
t on
sat
isfa
ctor
ypo
rosi
ty t
ests
.4.
A la
yer
of g
eote
xtitl
e m
ater
ial s
hall
beus
ed a
s a
mem
bran
e be
twee
n th
eso
akaw
ay a
nd t
he s
urro
undi
ng b
ackf
illm
ater
ial t
o pr
even
t in
gres
s of
bac
kfill
mat
eria
l.5.
Soa
kaw
ays
shal
l be
site
d to
the
sati
sfac
tion
of t
he H
ighw
ay A
utho
rity
.
1800
mm
Dia
met
er10
210
2
910910760132
102
450 min
STEP
IRO
NS
TO B
S124
7
25m
m D
IAM
ETER
HO
LES
TO B
E D
RILL
ED A
ROU
ND
CO
NC
RETE
RIN
GS
ATSU
ITA
BLE
CEN
TRES
PREC
AST
CO
NC
RETE
MA
NH
OLE
RIN
G
GRA
DE
‘A’ H
EAV
Y D
UTY
CO
VER
AN
D F
RAM
EG
EOTE
XTIL
E M
EMBR
AN
E
GEO
TEXT
ILE
MEM
BRA
NE
150m
m T
OPS
OIL
PREC
AST
CO
NC
RETE
CO
VER
SLA
B
150
mm
DIA
. IN
LET
PIPE
LA
ID T
O F
ALL
GRA
NU
LAR
BAC
KFIL
LTO
EXC
AVAT
ION
150
mm
ST1
BLIN
DIN
GC
ON
CRE
TE
Typic
al So
akaw
ay D
etail
DDRRAAWW
IINNGG
NNoo.. SS
DD//SSKK
//22
70.PART 2
SD/PC/3
NO
TES:
1.C
olou
r - R
ed -
for
cont
rolle
d cr
ossi
ngs.
- B
uff -
for
unco
ntro
lled
cros
sing
s.2.
All
dim
ensi
ons
in m
illim
etre
s.3.
Mat
eria
ls -
The
tact
ile s
urfa
ce m
ay b
eco
nstr
ucte
d fr
om a
ny m
ater
ial
suit
able
for
pavi
ng fo
otw
aysu
rfac
es.
4.Ta
ctile
cro
ssin
g fla
gs t
o be
in a
ccor
danc
ew
ith
BS
7263
: Par
t 1:
1994
.
Gra
dien
t of F
ootw
ayM
ust n
ot b
e gr
ater
than
8% (1
in 1
2)
25 d
ia
+0.5
16 r
ad
50 m
in
Cen
tral
ker
bs to
be
flush
with
carr
iage
way
sur
face
450
sq.
App
rox.
6 Pi
tche
s7D
omes
Mod
ular
Typ
e E
(49
Dom
es)
To e
nabl
e ex
istin
g dr
oppe
d ke
rb to
be
used
a la
rger
join
t may
be
nece
ssar
y if
the
cent
ral
kerb
s ar
e to
be
exac
tly fl
ush
with
car
riag
eway
.
Dro
pped
Ker
b
Stan
dard
Ker
bA
ll d
imen
sion
s in
mm
unl
ess
oth
erw
ise
sta
ted
.
Pede
strian
Cro
ssing
Det
ailDDRR
AAWWIINN
GG NNoo
.. SSDD//
PPCC//33
71.PART 2
SD/RS/4
NO
TES.
Upo
n re
ques
t co
nsid
erat
ion
will
be
give
n to
the
foot
way
cam
ber
falli
ng a
way
from
the
roa
d.A
flu
sh b
ack
edgi
ng k
erb
will
be
requ
ired
in t
his
situ
atio
n.
Sub
- bas
e
Road
bas
e
Wea
ring
cou
rse
and
base
cou
rse
1 in
40
1 in
40
1 in
12
Foot
way
Cro
ssin
g
150
mm Ke
rbs
see
Dra
win
gs S
D/K
B/15
Edgi
ngs
see
Det
ails
SD
/ED
/14
1 in
30
Foot
way
- S
ee d
raw
ing
TS/7
/4
Foot
way
Car
riag
eway
see
draw
ings
TS/
3/4
- TS/
6/4
for
spec
ifica
tion
Typic
al Ro
ad Se
ction
DDRRAAWW
IINNGG
NNoo.. SS
DD//RRSS
//44
72PART 2
SD/PU/5
������������ Carriageway20
00 1750 17
50
1250
960
Boundary
430
Lam
pst
anda
rdD
imen
sio
ns
in m
m
430
260
270
295
295
170
280
Elec lv Alt pos’n
Elec lvElec hv
450
600
400
250
Gas
350
Cable TV / communications
Water
Telecomms
900
690
Loca
tion
Of Pu
blic U
tility
Serv
ices
DDRRAAWW
IINNGG
NNoo.. SS
DD//PPUU
//55
73.PART 2
SD/HD/6
��������������������������������������������������Su
itabl
e m
ater
ial
300
�������������������������D
+100
min D
/2
W D
Sele
cted
bac
kfill
Pipe
bed
ding
mat
eria
l
(Gra
nula
r Be
d &
Hau
nch)
CLA
SS ‘B
’ BED
DIN
G F
OR
RIG
ID P
IPES
����������Suitable material50
�������������������������10
0 m
in
W D
Pipe
bed
ding
mat
eria
l
(Gra
nula
r Be
d &
Hau
nch)
CLA
SS ‘B
’ BED
DIN
G F
OR
FLE
XIB
LE P
IPES
Suita
ble
mat
eria
l
300
�������������������������D
/4
W D
Sele
cted
bac
kfill
Cla
ss 2
5/20
con
cret
e(s
ee n
ote
5)
(Con
cret
e Be
d)
CLA
SS ‘A
’ BED
DIN
G
100m
in
Sub-
base
Typ
e 1
100
min
W DG
rade
C7.
5P c
oncr
ete
150m
m th
ick
may
be
form
ed to
rad
ius,
bat
ter
or h
oriz
onta
l sur
face
.(s
ee n
ote
5)
CO
NC
RET
E B
ED A
ND
SU
RR
OU
ND
All
dim
ensi
on
s in
mm
un
less
oth
erw
ise
sta
ted
.
NO
TES:
1.To
be
read
in c
onju
nctio
n w
ith D
raw
ing
SD/H
D/7
.2.
Alt
erna
tive
Pip
e Sp
ecif
icat
ion
(a)
Cla
y to
BS
65/5
40 T
ype
BS
for
foul
and
/or
surf
ace
wat
erTy
pe B
SSW
for
surf
ace
wat
er o
nly
S= S
tand
ard
stre
ngth
ES=
Ext
ra s
tren
gth
(b)
Asb
esto
s C
emen
t to
BS
3656
L= C
lass
L (A
C)
M=
Cla
ss M
(AC
)H
= C
lass
H(A
C)
(c)
Con
cret
e to
BS
5911
L= E
xtra
Str
engt
h C
lass
LM
= E
xtra
Str
engt
h C
lass
MH
= E
xtra
Str
engt
h C
lass
H(d
)U
npla
stic
ized
Pol
y V
inyl
Chl
orid
eU
.P.V
.C. t
o B
S 35
06 B
S 46
60 o
rB
S 54
81B
= R
elev
ant
Bri
tish
Sta
ndar
d3.
All
pipe
s to
hav
e fl
exib
le jo
ints
.4.
Rig
id p
ipes
are
gla
zed
vitr
ifie
d cl
ay,
conc
rete
or
asbe
stos
cem
ent.
Flex
ible
pip
es a
re U
.P.V
.C.
5.Th
e co
ncre
te b
ed a
nd s
urro
und
may
exte
nd t
o th
e si
des
of t
he t
renc
h or
be o
f min
imum
wid
th.
Sele
cted
bac
kfill
is to
be
used
to fi
ll an
y vo
ids
so fo
rmed
.6.
W=
wid
th o
f tre
nch.
D=
Dia
met
er o
f pip
e.
High
way D
rains
Con
struc
tion
Deta
ilDDRR
AAWWIINN
GG NNoo
.. SSDD//
HHDD//66
74.PART 2
SD/HD/7
��������X + 600 max X +
300
min
NO
TES:
1.To
be
read
in c
onju
ncti
on w
ith
Dra
win
g SD
/HD
/6.
2.Fo
r pi
pelin
e de
sign
tab
les
refe
r to
Sim
plifi
ed T
able
s of
Ext
erna
l Loa
ds o
nB
urie
d Pi
pelin
es (H
MSO
198
6) a
ndA
Gui
de to
Des
ign
Load
ings
for
Bur
ied
Rig
id P
ipes
(HM
SO 1
983)
.3.
Dim
ensi
on X
is t
he e
xter
nal d
iam
eter
of t
he p
ipe.
4.Th
e m
inim
um o
r m
axim
um w
idth
of
each
tre
nch
appl
ies
on a
nd b
elow
alin
e 30
0 m
m a
bove
the
out
side
top
of
the
pipe
. A
bove
the
300
mm
line
the
tren
ch b
ackf
ill m
ater
ial s
hall
bede
scri
bed
in t
he c
ontr
act.
5.
TYPE
B������������ TYPE AX 150 X/4
100min
300 X/6
100min50
X +
600
max
X +
300
min
��������A
ll d
imen
sio
ns
in m
m u
nle
ss o
ther
wis
e st
ate
d.
Con
cret
e gr
ade
C7.
5P -
TYPE
A
Sele
cted
bac
kfill
-
Gra
nula
r be
ddin
g m
ater
ial -
TYPE
B
PIPE
SIZ
ED
EPTH
OF
BED
DIN
G B
ELO
W B
OTT
OM
OF
PIPE
NO
RM
AL
PIPE
DIA D
Up
to 6
0010
020
0
675
to
900
150
250
975
to
1200
225
325
127
5 to
150
022
537
5
157
5 to
180
030
040
0
187
5 to
210
037
540
0
Exca
vatio
n in
sof
t m
ater
ial
> 5.
0m t
oto
p of
pip
e
Exca
vatio
n in
roc
k &
exca
vatio
n >
5.0m
to
top
of p
ipe
High
way D
rains
Dep
th O
f Bed
ding
And
Trenc
h W
idths
DDRRAAWW
IINNGG
NNoo.. SS
DD//HHDD
//77
75.PART 2
SD/HD/8
NO
TES:
1.C
over
s an
d fr
ames
are
to
com
ply
wit
h EN
124
, 199
4. a
nd a
re t
o ha
ve a
min
imum
ope
ning
of 6
00 m
m.
2.A
ll pr
ecas
t co
ncre
te c
over
sla
bs, c
ham
ber
ring
s, s
haft
rin
gs, r
educ
ing
ring
s an
d ta
pers
are
to
com
ply
wit
h B
S 59
11 a
nd a
re b
edde
d on
Cla
ss 1
mor
tar
or a
ppro
ved
seal
ant.
3.G
alva
nise
d m
alle
able
ste
p ir
ons
are
to c
ompl
y w
ith
BS
1247
.4.
Inte
rnal
sur
face
fin
ishe
s of
man
hole
s to
in-s
itu
conc
rete
to
be C
lass
U3
or F
3 w
here
app
licab
le.
Exte
rnal
sur
face
fin
ishe
s to
in-s
itu
conc
rete
to
be C
lass
U1
or F
1 w
here
app
licab
le.
5.A
gra
nolit
hic
conc
rete
fin
ish
to c
ompl
y w
ith
BS
882,
50
mm
thi
ck w
ill b
e ap
plie
d to
ben
chin
g an
dch
anne
l wit
hin
48 h
ours
of p
ouri
ng c
oncr
ete
to b
ase.
Cha
nnel
s m
ay b
e fo
rmed
from
pre
cast
uni
ts, i
nw
hich
cas
e a
gran
olit
hic
fini
sh is
nec
essa
ry o
nly
on b
ench
ing.
6.A
ll co
ncre
te s
hall
com
ply
wit
h C
laus
e 26
02 a
nd b
e fu
lly c
ompa
cted
by
vibr
ator
.7.
Safe
ty c
hain
s to
be
used
in a
ll se
wer
pip
es o
f 700
mm
dia
met
er a
nd a
bove
.8.
Any
voi
ds fo
rmed
bel
ow t
he m
anho
le s
truc
ture
sha
ll be
bac
kfill
ed w
ith
grad
e C
20P
conc
rete
at
the
cont
ract
ors
expe
nse.
9. C
ham
ber
diam
eter
s to
com
ply
wit
h th
e fo
llow
ing:
Dia
. of r
ing
Ty
pe R
ef.
1050
A12
00B
1350
C15
00D
1800
E21
00F
10.If
a c
onst
ruct
ion
join
t in
con
cret
e su
rrou
nd d
oes
not
brea
k jo
int
wit
h th
at o
f the
cha
mbe
r or
sha
ftse
ctio
n by
at
leas
t 15
0, t
hen
a w
ater
bar
of a
n ap
prov
ed t
ype
shal
l be
inst
alle
d at
the
join
t.
Cham
ber a
nd C
atch
pit N
otes
NNOOTTEE
NNoo..
SSDD//HH
DD//88
76.PART 2
SD/HD/9
All
dim
ensi
ons
in m
m u
nles
s o
ther
wis
e st
ate
d.
Cla
ss ‘
B’ e
ngin
eerin
g br
ickw
ork
laid
in C
lass
1 m
orta
r (m
ax 4
cour
ses)
.N
OTE
S:
1.C
over
and
man
hole
typ
es s
how
non
man
hole
sch
edul
e.2.
To b
e re
ad in
con
junc
tion
wit
hSD
/HD
/8 a
nd P
art
2.17
.2.
300
min
225
min
Flow
150
150
AA
Toe
hole
s to
be
prov
ided
inch
anne
l of s
ewer
gre
ater
than
450
dia.
for
acce
ss to
inve
rt.
Cha
mbe
r ri
ng o
nly
in s
ectio
n.
Pipe
trim
med
to s
hape
of
man
hole
or
stra
ight
cut
. SEC
TIO
N B
-BC
HA
MB
ER T
YPE
M2
(Dep
th t
o cr
own
of m
ain
pipe
not
to
exce
ed 3
.0 m
etre
s).
SEC
TIO
N A
-A
50 m
in
150
min
125
or 1
50 300
250
or 300
Fall
1 in
20
150
thic
k G
rade
C20
Pco
ncre
te s
urro
und
Gal
vani
sed
mal
leab
lest
ep ir
ons
Prec
ast c
oncr
ete
cham
ber
ring
s(s
ee m
anho
le s
ched
ule
for
size
)
Hea
vy d
uty
Type
1 p
reca
stco
ncre
te c
over
sla
b w
ith 6
00di
a. c
lear
ope
ning
BB
200
Gra
de C
20P
conc
rete
bas
e 23
0 th
ick
exce
pt fo
r pi
pes
975
dia.
and
abov
e w
here
it is
to b
e30
0 th
ick
600
max
leng
th p
ipe
built
into
man
hole
Con
cret
e su
rrou
nd to
be m
onol
ithic
with
bas
e (fo
rpi
pes
less
than
450
dia
.)������������������������ ������������������������Cham
ber T
ype
M2
DDRRAAWW
IINNGG
NNoo.. SS
DD//HHDD
//99
77.PART 2
SD/HD/10
All
dim
ensi
ons
in m
m u
nles
s o
ther
wis
e st
ate
d.
NO
TES:
1.C
over
and
man
hole
typ
es s
how
non
man
hole
sch
edul
e.2.
To b
e re
ad in
con
junc
tion
wit
hno
te S
D/H
D/8
and
Par
t 2.
17.2
.
CH
AM
BER
TYP
E M
3(D
epth
to c
row
n of
mai
n pi
pe to
be
betw
een
3.0
met
res
and
4.5
met
res)
.
Flow
A 225
min
150
150
A
Toe
hole
s to
be
prov
ided
inch
anne
l of s
ewer
gre
ater
than
450
dia.
for
acce
ss to
inve
rt.
Cha
mbe
r ri
ng o
nly
in s
ectio
n.
pipe
trim
med
to s
hape
of
man
hole
or
stra
ight
cut
. SEC
TIO
N B
-B
300
min
Cla
ss ‘
B’ e
ngin
eerin
g br
ickw
ork
laid
in C
lass
1 m
orta
r (m
ax 4
cour
ses
min
2 c
ours
es).
SEC
TIO
N A
-A
50 m
in
150
min
300
250
or 300
Fall
1 in
20
150
thic
k G
rade
C20
Pco
ncre
te s
urro
und
Gal
vani
sed
mal
leab
lest
ep ir
ons
Prec
ast c
oncr
ete
cham
ber
ring
s(s
ee m
anho
le s
ched
ule
for
size
)
Hea
vy d
uty
Type
1 p
reca
stco
ncre
te c
over
sla
b w
ith 6
00di
a. c
lear
ope
ning
BB
200
Gra
de C
20P
conc
rete
bas
e 23
0 th
ick
exce
pt fo
r pi
pes
975
dia.
and
abov
e w
here
it is
to b
e30
0 th
ick
���������������������� ������������������������125 or 150 Prec
ast c
oncr
ete
tape
r 60
0de
ep u
p to
and
incl
udin
g 12
00di
a., 9
00 d
eep
over
120
0 di
a.
600
max
leng
th p
ipe
built
into
man
hole
Con
cret
e su
rrou
nd to
be m
onol
ithic
with
bas
e (fo
rpi
pes
less
than
450
dia
.)
Prec
ast c
oncr
ete
shaf
tri
ngs
675
dia.
Cham
ber T
ype
M3
DDRRAAWW
IINNGG
NNoo.. SS
DD//HHDD
//1100
78.PART 2
SD/HD/11
All
dim
ensi
ons
in m
m u
nles
s o
ther
wis
e st
ate
d.������������������������������������������������Class ‘B’ engineering brickwork la
id in
Cla
ss 1
mor
tar
(max
4co
urse
s).
NO
TES:
1.C
over
and
man
hole
typ
es s
how
non
man
hole
sch
edul
e.2.
To b
e re
ad in
con
junc
tion
wit
hno
te S
D/H
D/8
and
Par
t 2.
17.2
.
CH
AM
BER
TYP
E C
2 A
ND
F2
(Dep
th t
o cr
own
of m
ain
pipe
not
to
exce
ed 3
.5 m
etre
s).
SEC
TIO
N A
-A
150
min
125
or 1
50
300
250
or 300
150
thic
k G
rade
C20
Pco
ncre
te s
urro
und
Gal
vani
sed
mal
leab
lest
ep ir
ons
Prec
ast c
oncr
ete
shaf
t rin
gs(s
ee c
atch
pit
sche
dule
for
size
)
Hea
vy d
uty
Type
1 p
reca
stco
ncre
te c
over
sla
b w
ith 6
00di
a. c
lear
ope
ning
BB
200
Gra
de C
20P
conc
rete
bas
e 23
0 th
ick
exce
pt fo
r pi
pes
975
dia.
and
abov
e w
here
it is
to b
e30
0 th
ick
600
max
leng
th p
ipe
built
into
man
hole
Con
cret
e su
rrou
nd to
be m
onol
ithic
with
bas
e (fo
rpi
pes
less
than
450
dia
.)������300Ty
pe F
2 on
ly
Type
F2
catc
hpits
are
use
d w
ithtw
o pi
pe d
rain
age
syst
em.
Det
ails
as
C2
but w
ith th
eup
per
pipe
s bu
ilt in
to th
em
anho
le c
ham
ber.
Prec
ast c
oncr
ete
cham
ber
ring
perm
itted
as
perm
anen
t shu
tter
ing
A
Flow
150
150
A
SEC
TIO
N B
-B
Cham
ber T
ypes
C2
& F2
DDRRAAWW
IINNGG
NNoo.. SS
DD//HHDD
//1111
79.PART 2
SD/HD/9
NO
TES:
1.C
over
and
man
hole
typ
es s
how
non
man
hole
sch
edul
e.2.
To b
e re
ad in
con
junc
tion
wit
hno
te S
D/H
D/8
and
Par
t 2.
17.2
.
All
dim
ensi
ons
in m
m u
nles
s o
ther
wis
e st
ate
d.
CH
AM
BER
TYP
E C
3 A
ND
F3
(Dep
th t
o cr
own
of m
ain
pipe
to
be b
etw
een
3.5
met
res
and
4.5
met
res)
.
Cla
ss ‘
B’ e
ngin
eerin
g br
ickw
ork
laid
in C
lass
1 m
orta
r (m
ax 4
cour
ses
min
2 c
ours
es).
SEC
TIO
N A
-A
50 m
in
150
min
300
250
or 300
Fall
1 in
20
150
thic
k G
rade
C20
Pco
ncre
te s
urro
und
Gal
vani
sed
mal
leab
lest
ep ir
ons
Prec
ast c
oncr
ete
cham
ber
ring
s(s
ee m
anho
le s
ched
ule
for
size
)
Hea
vy d
uty
Type
1 p
reca
stco
ncre
te c
over
sla
b w
ith 6
00di
a. c
lear
ope
ning
BB
200
Gra
de C
20P
conc
rete
bas
e 23
0 th
ick
exce
pt fo
r pi
pes
975
dia.
and
abov
e w
here
it is
to b
e30
0 th
ick
���������������������� ������������������������125 or 150 Prec
ast c
oncr
ete
tape
r 60
0de
ep u
p to
and
incl
udin
g 12
00di
a., 9
00 d
eep
over
120
0 di
a.
600
max
leng
th p
ipe
built
into
man
hole
Con
cret
e su
rrou
nd to
be m
onol
ithic
with
bas
e (fo
rpi
pes
less
than
450
dia
.)
Prec
ast c
oncr
ete
shaf
tri
ngs
675
dia.
A
Flow
150
150
A
SEC
TIO
N B
-B
Cham
ber T
ypes
C3
& F3
DDRRAAWW
IINNGG
NNoo.. SS
DD//HHDD
//99
Road
Gull
y & G
ratin
g Ty
pe 2
Det
ailDDRR
AAWWIINN
GG NNoo
.. SSDD//
RRGG//11
33
80.PART 2
SD/RG/13
All
dim
ensi
ons
in m
m u
nles
s o
ther
wis
e st
ate
d.
�������������������������������������������������������������������������������������������������������������������������� ����������������� �������������� ����������������������������������������������������������������������� �������������������������������������������������������������������������������������������������������������������������� ����������������� �����NOTES: 1.Pe
rmit
ted
alte
rnat
ive
mat
eria
ls:-
i.Pr
ecas
t co
ncre
te t
o B
S 59
11.
ii.V
itri
fied
cla
y to
BS
539.
iii.
C20
P in
situ
con
cret
e 15
0 m
m th
ickn
ess
exte
ndin
g to
the
side
s of
the
exca
vatio
nw
ith
a po
lypr
opyl
ene
or s
imila
rpe
rman
ent
inte
gral
shu
tter
.2.
Gra
ting
s su
pplie
d in
sep
erat
e se
ctio
nssh
all b
e lo
osel
y co
uple
d by
mea
ns o
f bol
tsor
oth
er c
oupl
ing
devi
ces
in a
ccor
danc
ew
ith
EN 1
24: 1
994.
3.M
etho
d of
Con
stru
ctio
n:-
i.G
ully
pot
to
be p
lace
d in
pos
itio
nw
ith
tem
pora
ry c
over
.ii.
All
pave
men
t co
urse
s ex
clud
ing
wea
ring
cou
rse
to b
e la
id.
iii.
Pave
men
t to
be
exca
vate
d no
tex
ceed
ing
200
beyo
nd s
ides
of g
ully
to a
llow
gra
ting
and
fram
e to
be
fixed
.iv
.Ex
cava
tion
to
be b
acfi
lled
wit
h C
lass
C20
P c
oncr
ete
to u
nder
side
of w
eari
ngco
urse
.
Gul
ly g
ratin
g to
be
plac
ed 1
0mm
bel
owpa
vem
ent s
urfa
ce
450�������� ��������������������
900
10 m
axcr
ossf
all
Gra
de A
Cla
ss 1
duc
tile
iron
or
cast
iron
gully
gra
ting
and
fram
e 45
0 no
min
al w
idth
.to
EN
124
, 199
4.
Cla
ss ‘
B’ e
ngin
eeri
ng b
rick
wor
k su
ppor
tin
Cla
ss 1
mor
tar
CL
2402
Min
imum
2co
urse
s of
bri
ckw
ork.
450
x 90
0 x
150
dia.
out
let g
ully
150
Gra
de C
20P
conc
rete
sur
roun
d(v
ibra
ted)
81.PART 2
SD/ED/14
All
dim
ensi
ons
in m
m u
nles
s o
ther
wis
e st
ate
d.���������Kerb type as
show
n el
sew
here
Cha
nnel
squ
are:
Typ
e C
S2
425
150
115
125 100
min
200
50x5
0 Bu
llnos
eded
ging
Foot
way ��������� 75 75
50
50
50
25
25
25
Bulln
osed
edg
ing:
Typ
e EB
N (r
aise
d)�������������� Kerb type as show
n el
sew
here
255
125
530
100min
115
Cha
nnel
squ
are:
Typ
e C
S1������������������������� 255125min
Wal
l whe
re a
pplic
able
Cha
nnel
dis
hed:
Typ
e C
D
200x
13 d
ish
150
vari
es
������������ Bullnosed edging: Type EBN (flush)25
255050
50
25
200
75
75
50x1
50 B
ulln
osed
edg
ing ��������� 75Foot
way
NO
TES:
1.C
hann
els
and
edgi
ngs
are
to b
e pr
ecas
t co
ncre
te t
o B
S 72
63.
2.C
oncr
ete
bed
is t
o be
Gra
de C
7.5P
in a
ccor
danc
e w
ith
Spec
ific
atio
nC
laus
e 26
02.
3.C
oncr
ete
bed
for
type
CS1
and
CS2
chan
nels
is t
o re
st o
n or
wit
hin
sub-
base
laye
r or
on
addi
tion
alco
ncre
te m
easu
red
sepe
rate
lyto
allo
w it
to
rest
on
sub-
base
or e
xist
ing
chan
nel b
ed.
4.C
hann
els
and
edgi
ngs
shal
l be
laid
dire
ctly
on
a fr
esh
conc
rete
bed
wit
hin
2 ho
urs
of m
ixin
g. A
lter
nati
vely
cha
nnel
s ca
n be
plac
ed o
n C
lass
1 m
orta
r la
id o
n a
suff
icie
ntly
har
dene
d co
ncre
te b
ed.
Mor
tar
is t
o be
in a
ccor
danc
e w
ith
Cla
use
2404
and
is t
o ha
ve a
min
imum
thi
ckne
ss o
f 40m
m.
5.W
here
rad
ius
is le
ss t
han
12.0
met
res
edgi
ngs
mus
t be
saw
n in
toa
leng
th n
ot e
xcee
ding
tha
t sh
own
belo
w:
R
(m)
L(m
m)
10 -
11.9
960
0
5 -
9. 9
930
0 2
- 4.
9915
0
Chan
nel &
Edg
ing K
erb
Deta
ilsDDRR
AAWWIINN
GG NNoo
.. SSDD//
EEDD//11
44
82.PART 2
SD/KB/15
All
dim
ensi
ons
in m
m u
nles
s o
ther
wis
e st
ate
d.
NO
TES:
1.K
erbs
are
to b
e pr
ecas
t to
BS
7263
: 199
4.2.
Tran
siti
on k
erbs
are
to
be u
sed
at a
llch
ange
s of
ker
b ty
pe.
3.C
oncr
ete
bed
and
haun
chin
g to
be
inac
cord
ance
wit
h Sp
ecif
icat
ion
Cla
use
2602
(Mix
ST1
).4.
Con
cret
e be
d is
to
rest
on
or w
ithi
n su
b-ba
se la
yer
or o
n ad
diti
onal
con
cret
e,m
easu
red
sepa
rate
ly t
o al
low
it t
o re
ston
sub
-bas
e or
exi
stin
g ke
rb r
ace.
Sub-
base
is to
pro
trud
e 50
0 m
m fr
om fa
ceof
ker
b, b
ehin
d ke
rb a
nd is
to
have
am
inim
um t
hick
ness
of 1
00 m
m w
here
sub-
base
is t
o be
dra
ined
or
an a
ppro
ved
met
hod
of d
rain
age
prov
ided
.5.
Ker
bs s
hall
be la
id d
irec
tly
on a
fres
hco
ncre
te b
ed w
ithin
2 h
ours
of m
ixin
g th
enha
unch
ing
appl
ied.
Alt
erna
tive
ly, w
hen
conc
rete
bed
has
suf
fice
ntly
har
dene
dke
rbs
may
be
plac
ed o
n C
lass
1 m
orta
rla
id o
n be
d in
acc
orda
nce
wit
h C
laus
e24
04 a
nd h
avin
g a
min
imum
thic
knes
s of
10m
m a
nd a
max
imum
thi
ckne
ss o
f 4
0mm
.6.
Dow
el b
ars
are
spec
ifie
d w
hen
smal
lel
emen
t ed
ging
is u
sed.
The
y ar
e to
be
bedd
ed a
t 50
0 m
m c
entr
es.
7.If
hal
f bat
tere
d ke
rbs
are
used
inco
njun
ctio
n w
ith S
afet
icur
b Ty
pe H
B2
half
batt
ered
ker
bs, k
erb
face
is to
be
redu
ced
to 1
00m
m t
o su
it.��������������� ��������� ������������������ ��������� ������������������ ��������������������� ������45° splayed kerb: Type SP15
012
525
2512
550 10
0 m
in
300
150
125
25
125
2550
100
min
300
Hal
f bat
tere
d ke
rb: T
ype
HB
2
12 d
ia x
200
dow
el w
here
spec
ified
(see
not
e 6)
150
125
25
125
25
100
min
12 d
ia x
200
dow
el w
here
spec
ified
(see
not
e 6)
25
300
12 d
ia x
200
dow
el w
here
spec
ified
(see
not
e 6)
Hal
f bat
tere
d ke
rb: T
ype
HB
3
150
125
25
25m
m k
erb
face
25
100
min
25
300
Bul
lnos
ed k
erb:
Typ
e B
N
Kerb
Det
ails
DDRRAAWW
IINNGG
NNoo.. SS
DD//KKBB
//1155
83.PART 2
SD/DK/16
�������������������G
rade
C7.
5P c
oncr
ete
foun
datio
n an
dba
ckin
g, a
s fo
r 12
5 x
255
kerb
s
Type
DR1
and
DL1
(HB
- BN
) ������������G
rade
C7.
5P c
oncr
ete
foun
datio
n an
dba
ckin
g, a
s fo
r 12
5 x
255
kerb
s
Type
TL
and
TR (S
P - H
B)
NO
TES:
1.A
ll pr
ecas
t co
ncre
te k
erbs
sha
ll be
hyd
raul
ical
lypr
esse
d an
d in
acc
orda
nce
wit
h B
S 72
63: 1
994.
2.A
ll in
-sit
u co
ncre
te fo
r fo
unda
tion
and
bac
king
sha
llbe
in a
ccor
danc
e w
ith
Spec
ific
atio
n C
laus
e 26
02(M
ix S
T1).
3.Th
e fo
unda
tion
sha
ll be
incr
ease
d in
thi
ckne
ss a
sne
cess
ary
to r
est
on t
he s
ub-b
ase
and
shal
l not
be le
ss t
han
100m
m t
hick
. W
here
the
foun
dati
onpr
ojec
ts in
to t
he s
ub-b
ase
and
this
is r
equi
red
to b
edr
aine
d a
min
imum
sub
-bas
e th
ickn
ess
of 1
00m
msh
all b
e pr
ovid
ed u
nder
the
foun
dati
on o
r an
appr
oved
met
hod
of d
rain
age
prov
ided
.4.
All
kerb
s sh
all b
e la
id o
n m
orta
r in
acc
orda
nce
wit
hSp
ecif
icat
ion
Cla
use
2402
laid
dir
ectl
y on
to fr
esh
conc
rete
ker
b ra
ce.
5.R
aise
d ke
rbs
shal
l hav
e a
125
mm
face
and
dro
pped
kerb
s a
25 m
m fa
ce u
nles
s ot
herw
ise
stat
ed.
All
dim
ensi
ons
in m
m u
nles
s o
ther
wis
e st
ate
d.����������������������
Gra
de C
7.5P
con
cret
e fo
unda
tion
and
back
ing,
as
for
125
x 25
5 ke
rbs
Type
DR2
and
DL2
(BN
- SP
)
Drop
ped
Kerb
(Tra
nsitio
n) D
etail
DDRRAAWW
IINNGG
NNoo.. SS
DD//DDKK
//1166
84.PART 2
SD/RS/17
����������������������1m wide rumble stripcommencing at tangentpoint of bell mouth.
CROSS SECTION
PLAN
Unless gullies provided immediatelyupstream of rumbe strip, a 300 mm wideclear waterway shall be provided in thechannels.
1m
Granite setts or block paviors 10mmproud of general road surface.
Interstices between granite setts filled with1:3 cement/sand mortar.
30 - 40mm 10mm
1000mm
1200mmMinimum
Concrete haunch to finish 30-40mmbelow surface of roadway.
150mm Concrete Grade C10P
Formation level
Type 1 sub-base to full depth of roadconstruction beneath concrete pad.
Rum
ble St
rip D
etail
DDRRAAWW
IINNGG
NNoo.. SS
DD//RRSS
//1177
85.PART 2
SD/FC/18
DR
IVEW
AY
2.4
met
res
min
imum
Are
a of
Str
enth
ened
Foot
way
Cro
ssin
g C
onst
ruct
ion.
3.6
m T
ype
BN B
ullln
osed
ker
bs -
see
Dra
win
g N
o. S
D/K
B/15
1.8
met
res
Not
Les
s Th
an0.
8 m
etre
s Not
less
than
2 m
etre
ske
rb -
see
Dra
win
g N
o.SD
/DK/
16
C of Access L
kerb
- se
e D
raw
ing
No.
SD/D
K/16
Stand
ard
Foot
way C
ross
ing D
etail
DDRRAAWW
IINNGG
NNoo.. SS
DD//FFCC
//1188
2.19 Street LightingWhere required the developers of private estates will take fullfinancial responsibility for providing the lighting of roads andfootpaths on those estates. The layout plans for such lighting shallbe prepared by the developer and together with details of theequipment to be used plus design calculations to show the lightlevels that will be achieved, shall be submitted to the CountyCouncil for approval.
The design of the lighting scheme will, if the developer requires, becarried out by the County Council on a rechargeable basis. The feeinvolved will be notified to the developer on request.
Where the Agreement, executed between a developer and theCounty Council, in accordance with Section 38 of the Highways Act1980, includes the provision of street lighting, nothing in thisdocument shall absolve the developer from his liabilities set out inthe Agreement.
2.19.1 StandardsThe standard of lighting on new developments shall be highwaylighting and conform to the British Standard Code of Practice 5489,except that no lantern shall be mounted at less than 5 metresmounting height.
2.19.2 Design(a) General - The design and installation shall be in accordance with
the latest edition of the following publications together with thelatest amendments thereto, unless stated otherwise:-
(1) The British Standards Specifications
(2) IEE Regulations for Electrical Installations
(3) ILE Code of Practice for Electrical Safely in public lightingoperations
(4) Electrical SUPPLY Authority requirements
(5) Health and Safety at Work Act
(6) Engineering Recommendation G39
(7) ASLC Code of Practice for the Erection of Street LightingEquipment
(8) The Traffic Signs Manual Chapter 8
(9) The Electricity at Work Regulations86.
PART 22.19
2.19.12.19.2
Where any development forms a new junction with an existinghighway or any proposed system requires integration into anexisting system. The full cost in altering the existing system toform a unified system of lighting shall be borne by the developer.
(b) Highway Lighting- Columns shall be of steel constructiondesigned and manufactured in accordance with BS5649,galvanised to BS729 and painted.
Light sources shall be high pressure sodium vapour (SON) orother approved white light source.
Lanterns shall be side entry, or subject to the approval of theCounty Council, post top mounted.
Highway Lighting shall be photo electric cell controlled, all nightburning.
The design of all highway lighting schemes shall be carried out inaccordance with BS 5489, supported with information andcalculations to show the luminance or illuminance levels specifiedfor the type of road are met.
2.19.3 General SpecificationIn order to ensure a reasonable standard of uniformity throughoutthe area, developers will be required to comply with theSpecification set out hereafter:-
2.19.4 British StandardsWhere a British Standard is in existence for materials or equipmentdetailed hereinafter, the equipment shall comply with the relevantstandard whether or not it is referred to specifically in thisdocument.
2.19.5 InstallationThe developer is to supply, erect and install the whole of theequipment specified, together with any material which may not beexpressly specified, but which is necessary for the satisfactorycompletion of the installation. Only workmen experienced in theerection of street lighting columns should be employed on this work,and they must at all times be under the direct supervision of aforeman who is so experienced.
Each column is to be fixed firmly and vertically on a preparedconcrete foundation not less than 50mm thick. The planting depthto be that recommended by the manufacturer. The excavation to bebackfilled with concrete grade C25P to within not less than 150mmfrom ground level. The rest of the excavation may be backfilled withsuitable recovered material well rammed. 87.
PART 22.19.32.19.42.19.5
A chase shall be formed in the concrete at the time it is poured toallow for the entry of the electricity service cable. At all limesduring erection and back filling, care should be taken in handlingand positioning the column.
Installation is to be carried out as development proceeds and inaccordance with the needs of the occupiers of the new premises. Inorder that the positions for columns can be correctly established it isadvisable that this should be done after the kerbs and/or edgingare laid and preferably before any paving is carried out. Lightingcolumns shall be sited in the rear of the footway.
2.19.6 ColumnsLighting columns and brackets shall be supplied and installed incompliance with BS 5649. Column doors shall be flush fitting,vandal resistant, weatherproof, and have stainless steel lockingscrews tri-headed, anti-vandal or other design subject to approval.
2.19.7 LanternsLanterns shall comply with the requirements of BS 4533, withvandal resistant polycarbonate dish or curve tempered glass bowlsand lamp enclosure protection to at least IP65.
2.19.8 Photo Electric Control Units (PECUs)Photo electric control units shall be one part or two parts of thesilicon diode or cadmium sulphide type, suitably protected againstthe ingress of moisture, have a switch on level of 70 Lux ± 10% andan inverse switching ratio of 1:0.5.
2.19.9 Protection of Steel Work Painting SystemColumns will be Abcite coated or similar factory producedprotection system. Care should be taken in handling, storage anderection of these columns to ensure that the applied coating is notscored or damaged below or above ground level.
Colour to be specified by the County Council.
2.19.10 Numbering of ColumnsEach column shall be numbered in accordance with a numberingschedule to be provided by the County Council.
The number will be a Council specified self adhesive sticker fixed ata minimum height of 1 500mm above ground level and positionedon the carriageway side of the column, or as directed by the CountyCouncil for wall brackets.88.
2.19.62.19.72.19.82.19.92.19.10
2.19.11 BallastsThese are to be solid filled polyester type suitable for use with thelamps specified and with tappings to provide suitable voltage steps.All tappings are to be brought to suitable marked screw typeterminals to which lamp and supply connections can be made. Asuitable earth terminal shall be provided. The ballasts are to bemounted in the lantern or on the baseboards in the bases ofcolumns, with terminals shrouded so that during operation no livemetal parts are exposed when base compartment doors are open.
2.19.12 CapacitorsThese are to be totally enclosed and proof against condensation andprovided with safety leaks and sealed in PVC cable tails or aterminal block suitably shrouded to prevent live parts being exposedduring operation and a suitable earth terminal. They are to besuitable for working with lamps and ballasts specified and are to bemounted in the lantern or on the baseboards in the bases of thecolumns. The capacitance is to be such so as to give a Power Factorof not less than 0.85 Lagging.
2.19.13 IgnitorsIgnitors shall be compatible with the manufacture and type of lampand control gear specified and shall be a separate component andnot form an integral part of any other component.
2.19.14 WiringThe developer is to provide for wiring the whole installation,complete from the control gear to the lantern and ancillary gear,using 1.5sq.mm. single PVC insulated and sheathed copper cablefor columns up to and including 6m mounting height and 2.5sq.mm.single PVC insulated and sheathed copper cable for columns over6m and up to and including 12m mounting height. A separate2.5sq.mm. PVC insulated copper earth wire shall bond the lanternand control gear to the column earth terminal and a 2.5sq.mmflexible bonding conductor to the door. A 600mm length of6.0sq.mm. PVC insulated copper earth wire is to be connected tothe column earth terminal for connecting to the main earth by theSupply Authority. Two 600mm lengths of 2.5sq.mm. single PVCinsulated and sheathed copper cable shall be provided forconnection to the incoming supply.
2.19.15 IsolationA suitably rated lockable double pole fused safety isolator shall bemounted on the column base board and connected between thecontrol gear and main service cut out.
Note: All connections to the mains cut-out are to be undertaken bysupply authority's personnel.
89.2.19.112.19.122.19.132.19.142.19.15
2.19.16 ServicingThe provision of electricity services to each individual column(including the cut-outs in the column bases) will be carried out bythe appropriate Electricity Company at the request of the developerwho will be required to bear the cost thereof. The provision ofprivate cabling systems will not be permitted without prior consentfrom the County Council .
2.19.17 ReinstatementWhere any reinstatement of road or footpath surfaces is requiredwithin the limits of the development this will be solely theresponsibility of the developer. Where, however, any openings areneeded in publicly maintainable highways all arrangements andnotices are to be made with or delivered to the Director ofCommunity and Environment Services, Shirehall, Shrewsbury, SY26ND. When such openings have been made, the developer will beheld fully responsible, including lighting, watching and permanentreinstatement to the satisfaction of the Director of Community andEnvironment Services.
2.19.18 CompletionUpon completion of the lighting installation, the contractor shallsubmit to the County Council a REC connection certificate for eachcolumn together with electrical test certificates in accordance withBS7671 (ICE Wiring Regulations) as attached and two sets of as-builtdrawings of the installation.
2.19.19 Maintenance and Taking OverThe developer is to be responsible for maintaining the street lightinginstallation until it is adopted by the County Council in accordancewith the terms of the Agreement under the provision of Section 38of the Highways Act 1980. The County Council will adopt theinstallation only if they are satisfied that all materials andworkmanship are to their entire satisfaction.
The County Council may agree to the commissioning of streetlighting in advance of adoption of the highway only if there is asigned adoption agreement between the County Council and thedeveloper, but this shall in no way absolve the developer from therequirement to maintain the installation and to hand it over in asatisfactory condition at the time of adoption.
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