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

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25.PART 2TS/3A/4

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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

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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

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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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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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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

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n th

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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

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ents

sho

uld

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e cu

rve

and

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inue

d t

o a

full

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dis

tanc

e be

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gent

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nt B

.5.

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nes.

The

se s

erve

as

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to

a cu

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cted

by

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ing

the

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.6.

The

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in 5

and

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ched

are

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n ab

ove

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ight

of

600m

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ertic

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rves

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ur th

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ced.

1876543B2

1

8

7

6

54

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2

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Stop

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Stop

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Dis

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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

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stpr

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air

of g

ullie

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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

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0.45

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1.30

1

1.19

1

0.27

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72.5

72.5

85.0

97.5

97.5

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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

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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

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No.

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Rain

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ativ

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cont

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Size

mm

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arks

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ency

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ry 2

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izing

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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

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69.PART 2

SD/SK/2

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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.

90.PART 22.19.162.19.172.19.182.19.19

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