shp2016 - flood risk assessment
TRANSCRIPT
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STONE HILLPARK LIVE WORK PLAY
A brighter future for
Thanet and East Kent
SHP1-10
Flood Risk Assessmentand Outline DrainageStrategy
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STONE HILL PARKFLOOD RISK ASSESSMENT AND
OUTLINE DRAINAGE STRATEGY
MAY 2016
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Q U A L I T Y M A N A G E M E N T
ISSUE/REVISION FIRST ISSUE REVISION 1 REVISION 2 REVISION3
Remarks Draft Issue 2nd
Draft Issue (MinorFormatting Changes)
Final
Date 28/04/2016 05/05/2016 19/05/2016
Prepared by C. Thwaites C. Thwaites C. Thwaites
Signature
Checked by G. Bansal G. Bansal E.Isnenghi
Signature
Authorised by E.Isnenghi E.Isnenghi E.Isnenghi
Signature
Project number70009799 70009799 70009799
Report number 001 001 001
File reference L:\70009799 - Manston Airport\CDocuments\Reports\FloodRisk Assessment
L:\70009799 - Manston Airport\CDocuments\Reports\FloodRisk Assessment
L:\70009799 - Manston Airport\CDocuments\Reports\FloodRisk Assessment
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TABLE OF CONTENTS
1 EXECUTIVE SUMMARY ..............................................................1
2 INTRODUCTION ...........................................................................3
3 EXISTING SITE ............................................................................4
4 PROPOSED DEVELOPMENT ......................................................7
5 DEFINITION OF FLOOD HAZARD ..............................................9
6 CLIMATE CHANGE .................................................................... 11
7 FLOOD RISK MITIGATION MEASURES ................................... 13
8 OFFSITE IMPACT ...................................................................... 24
9 RESIDUAL RISK ........................................................................ 25
10 CONCLUSIONS .......................................................................... 26
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T A B L E S
TABLE 3-1 – GEOLOGICAL DESCRIPTION ......................................................................... 4
TABLE 7-1 - SUDS TREATMENT TRAINS ......................................................................... 15
TABLE 7-2 - AREA 1 DRAINAGE AREAS ........................................................................... 17
TABLE 7-3 - AREA 2 DRAINAGE AREAS ........................................................................... 17
TABLE 7-4 – AREA 3 DRAINAGE AREAS .......................................................................... 17
TABLE 7-5 - AREA 4 DRAINAGE AREAS ........................................................................... 18
TABLE 7-6 - PROPOSED DISCHARGE RATES ................................................................. 18
TABLE 7-7 – DISCHARGE RATE SUMMARY .................................................................... 18
TABLE 7-8 - PROPOSED ATTENUATION REQUIREMENTS ........................................... 19
TABLE 7-9 – DRAINAGE MAINTENANCE STRATEGY ..................................................... 21
A P P E N D I C E S
A P P E N D I X A SITE LOCATION
A P P E N D I X B
TOPOGRAPHICAL AND UTILITIES SURVEY
A P P E N D I X C DEVELOPMENT PROPOSALS
A P P E N D I X D
SOUTHERN WATER ASSET AND CORRESPONDENCE
APPENDIX D-1 DATA
APPENDIX D-2 CORRESPONDENCE
A P P E N D I X E KENT COUNTY COUNCIL AND THANET DISTRICTCOUNCIL DATA AND CORRESPONDENCE
APPENDIX E-1 MAPPING DATA
APPENDIX E-2 CORRESPONDENCE
A P P E N D I X F
EA DATA AND CORRESPONDENCE
APPENDIX F-1 MAPPING DATA
APPENDIX F-2 CORRESPONDENCE
A P P E N D I X G SURFACE WATER DRAINAGE STRATEGY ANDMODELLING
APPENDIX G-1 EXISTING NETWORK MODELLING RESULTS
APPENDIX G-2 PROPOSED MODELLING RESULTS
APPENDIX G-3 SURFACE WATER STRATEGY DRAWINGS
A P P E N D I X H
PRELIMINARY GROUNDWATER RISK AND MITIGATIONASSESSMENT
A P P E N D I X I IDB CONSULTATION
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1 EXECUTIVE SUMMARY 1.1.1 WSP | Parsons Brinckerhoff (WSP|PB) has undertaken this Flood Risk Assessment and OutlineDrainage Strategy (FRA & ODS) on behalf of Stone Hill Park Ltd to support the hybrid planningapplication for a comprehensive redevelopment of the former Manston Airport.
1.1.2 The Site extends to approximately 305 hectares (ha) and is located to the west of Ramsgate,Margate and Broadstairs in the District of Thanet at National Grid Reference TR 33540 65991. Itis bound by the A299 Hengist Way to the south, B2190 Spitfire Way to the west, arable farmlandto the north and Manston Court Road and further farmland to the east. The Site is bisected bythe B2050 Manston Road which connects Spitfire Way and Birchington in the west with the
A256 and Ramsgate in the east.
1.1.3 The Proposed Development comprises of the comprehensive redevelopment of the Siteinvolving the demolition of some existing buildings and structures and removal ofhardstanding and associated infrastructure, and provision of mixed use development.
1.1.4 This FRA investigates flood risk in the area and outlines the mitigation measures proposed toensure the sustainable and safe development of the site in line with the requirements of theNational Planning Policy Framework (NPPF), the Flood Risk and Coastal Change PlanningPractice Guidance (PPG) and the Environment Agency’s (EA) Standing Advice.
1.1.5 The site is located in Flood Zone 1 where the probability of river or sea flooding is less than 0.1%(1 in 1000) chance in any given year. Meaning that the probability of tidal or fluvial flooding cantherefore be assessed as low.
1.1.6 Available baseline information indicates that within the site there are areas which are at risk ofsurface water flooding. However, a surface water drainage strategy designed to cater for the1:100 year + 20% climate change rainfall event has been prepared as part of this report. In linewith the most recent EA Climate Change Guidance the drainage strategy has also consideredand managed the impact that a 40% climate change allowance would cause to surface waterrunoff management: the solutions proposed ensure that for the 100 year plus 40% climate changeallowance event, surface water will be accommodated within the site and therefore preventpotential exceedance flows off site.
1.1.7 Other potential sources of flooding have been investigated, and have been deemed to benegligible.
1.1.8 It is proposed that the site’s surface water drainage network will utilise the existing private surfacewater sewer from the site which discharges to Pegwell Bay; it is proposed that discharge ratesmatch those of the existing site therefore avoiding negative impacts on the existing surface watersewer.
1.1.9 The outline drainage design incorporates sustainable drainage systems (SuDS) features in theform of attenuation basins, swales and permeable pavements in line with the sustainabledrainage principles and best practice. The SuDS are also used as pre-treatment devices prior todischarging to Pegwell Bay.
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1.1.10 Consultation with Kent County Council (KCC) (who are the Lead Local Flood Authority) has beencarried out throughout the preparation of this FRA, in order to ensure they were aware of theproposals and able to advise on site constraints and the proposed surface water drainagestrategy. Flood risk constraints and drainage options were also discussed with the EA andSouthern Water (SW); Thanet District Council (TDC) has been kept informed.
1.1.11 SW have confirmed that foul development flows cannot be accommodated within the publicdrainage network and have stated that off –site improvement works will be necessary.
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2 INTRODUCTION 2.1 APPOINTMENT AND BRIEF
2.1.1 Under an appointment in December 2015 between WSP|PB and Stone Hill Park Ltd, WSP wasemployed as Consultant to provide a FRA to support the hybrid planning application for acomprehensive redevelopment of the former Manston Airport; this report relates solely to theabove site.
2.1.2 This report is intended for the sole benefit of the parties named above and shall not be capable ofassignment, WSP|PB shall not be liable for any use of the report for any reasons other than thatfor which the report was originally prepared and provided.
2.1.3 Although this report was prepared using the degree of skill and care ordinarily exercised by
engineers practicing under similar circumstances please note that WSP|PB cannot takeresponsibility for errors in the information provided by third parties.
2.2 OBJECTIVE OF STUDY
2.2.1 This FRA investigates flood risk in the vicinity of the site and establishes the mitigation measuresrequired to ensure the sustainability and safety of the scheme over its lifetime.
2.2.2 The FRA has been produced in line with the requirements of the NPPF and the EA Standing Advise as well as through consultation with the EA, SW, KCC, Internal Drainage Board (IDB) andTDC.
2.3 STUDY METHODOLOGY
2.3.1 The appraisal process consisted of a site visit (undertaken in November 2015), desk study, dataresearch and consultation with regulatory bodies and third parties.
2.3.2 The EA, SW, KCC and TDC provided background information to inform the production of this FRAfollowing consultation during 2015 and 2016.
2.3.3 It was confirmed by the Association of Drainage Authorities that the site does not fall within anarea covered by an IDB, see Appendix I.
2.3.4 The report has also been informed by and makes reference, where appropriate, to the followingdocuments:
KCC – Preliminary Flood Risk Assessment (PFRA, 2011)
TDC – Thanet District Strategic Flood Risk Assessment (SFRA, 2009)
KCC - Thanet Stage 1 Surface Water Management Plan (SWMP, 2013)
2.3.5 In undertaking the study we have also considered local policies as discussed in Section 4.4.
2.3.6 This FRA makes use of third party information and contains Environment Agency information ©Environment Agency.
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3 EXISTING SITE 3.1 SITE LOCATION
3.1.1 The Site is located to the west of Ramsgate, Margate and Broadstairs in the District of Thanet atthe approximate National Grid Reference TR 33540 65991. It is bound by the A299 Hengist Wayto the south, B2190 Spitfire Way to the west, arable farmland to the north and Manston CourtRoad and further farmland to the east. The Site is bisected by the B2050 Manston Roadwhich connects Spitfire Way and Birchington in the west with the A256 and Ramsgate in theeast.
3.2 SITE DESCRIPTION
The Site extends to approximately 305 ha and is a previously developed site located in open
countryside close to Ramsgate, wholly within the administrative area of TDC in Kent. The Site hasmost recently been used as an airport (alongside ancillary employment type uses). Thecommercial aviation function has now ceased however, a range of employment-type activitiesremain. It accommodates numerous existing buildings and extensive areas of hard-standing(including a runway).
3.3 GEOLOGY AND HYDROGEOLOGY
3.3.1 The 1:50,000 British Geological Survey (BGS) Map (Sheet 274 Ramsgate) and BGS ‘Geology ofBritain’ online viewer have been reviewed. No superficial deposits are mapped for majority of theSite, however Head Brickearth deposits are mapped as being present in limited areas across theSite. The Site is entirely underlain by Upper Chalk bedrock, which is anticipated to be present at
shallow depths across the Site. A summary of the anticipated geology at the Site is presentedbelow in Table 3-1.
Table 3-1 – Geological Description
GEOLOGICAL UNIT DISTRIBUTION AQUIFERDESIGNATION*
Head Brickearth (younger) Extends across the Site in an east to westorientation along Manston Road. Present to theeast of the runway.
Unclassified
Head Brickearth (older) Present on a limited area to the west of the Site,along Telegraph Hill and Spitfire Way,encroaches onto the east of the Site towardsthe runway and underlies the majority of the
northern area, extending across the area fromthe northeast.
Unclassified
Upper Chalk (Bedrock) Site wide. Principal Aquifer
* Environment Agency designation
3.3.2 The Upper Chalk beneath the site is classified as a Principal aquifer meaning that there are layersof rock deposits with high permeability meaning that they have a high level of water storage andmay therefore support water supply.
3.3.3 Based on EA source protection zone mapping, the site has large areas which are shown to belocated in Zones 1, 2 and 3 Source Protection Zones. See Figure 3-1 below. This is confirmed byFigure 6 of TDC’s SFRA.
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Figure 3-1- Source Protection Zones
3.3.4 Figure 3 of TDC’s SFRA shows the site to be in an area where groundwater can be foundbetween 5m to 10m below ground level.
3.3.5 Information provided by the Environment Agency (EA) indicates that a chalk adit is presentbeneath the Site, beginning at the Lord of the Manor groundwater abstraction well running parallelwith and/or beneath the runway. The Lord of the Manor abstraction well is operated by SouthernWater and located 350m southeast of the Site. Information subsequently provided by SouthernWater indicates the adit to be approximately 3km in length and present at a depth ofapproximately 2.7m AOD, meaning that the adit is approximately 47m below ground level. Theadit is anticipated to be approximately 1.5-2m in height and 0.5-1m wide. The EA reported that
the location of the adit has been interpolated from historic mining records by BGS and thereforeits actual depth, length, dimensions and location are uncertain, those uncertainties have beenconfirmed by Southern Water. According to SW, the Lord of the Manor abstraction well has beeninactive since 2006 due to high levels of nitrates which was normally treated at a denitrificationplant. However, SW hope to bring the well back into service in the near future.
3.3.6 Based on the EA’s online Groundwater Vulnerability Zones mapping and Figure 5 of TDC’sSFRA, the site is located within a “Major Aquifer Intermediate” Groundwater Vulnerability Zone(GWVZ). This designation is based on the ability for the Aquifer to ultimately diffuse pollution, theintermediate classification indicates the soils have moderate leaching potential or it is possiblethat non-adsorbed diffuse source pollutants and liquid discharges could penetrate the soil layer.
3.4 EXISTING WATERCOURSES
3.4.1 A small balancing pond is located on the Site to the north of the north-eastern edge of the runway.It was constructed below ground level (slightly sunken) and is covered by a grate.
3.4.2 The closest surface water feature to the site is a small private reservoir located approximately300m to the south of the site, adjacent to the southbound carriageway of Hengist Way (A299).
3.4.3 According to the EA Online River Basin District maps the southern end of the site falls within theMonkton and Minster Marshes catchment, with the nearest ditch being approximately 1km southof the site. The River Stour is approximately 3km to the south of the site, both the River Stour andMonkton and Minster Marshes are classed as main rivers and are managed by the EA.
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3.5 Apart from the above, the closest surface waterbody to the Site is Pegwell Bay, locatedapproximately 900m to the south-east of the site.
3.6 EXISTING SEWERS/DRAINAGE SYSTEM
3.6.1 Based on SW Asset Records, attached in Appendix D, there are a number of combined sewersrunning through the residential areas to the east of the site, no public surface water sewers areshown on SW records.
3.6.2 Existing records of the present on site drainage (Appendix I) have been provided by the currentlandowner. Based on these records, the majority of the site’s surface water appears to drain viagullies, channel drains and pipework to the western side of the B2050 Manston Road. At thispoint, the surface water is stored in an attenuation tank before being pumped around theperimeter of the site and discharging to a 1050mm diameter sewer to the south east boundary.This sewer eventually discharges to Pegwell Bay and is privately owned.
3.7 ARTIFICIAL WATERCOURSES
3.7.1 As noted above, A small balancing pond is located on the Site to the north of the northeasternedge of the runway. It was constructed below ground level (slightly sunken) and is covered by agrate.
3.7.2 The closest surface water feature to the site is a small private reservoir located approximately300m to the south of the site, adjacent to the southbound carriageway of Hengist Way (A299).
3.8 EXISTING FLOOD DEFENCES AND OTHER STRUCTURES
3.8.1 Based on the product 4 response from the EA and their online maps, the site is in Flood Zone 1where the probability of river or sea flooding is less than 0.1% (1 in 1000) chance in any givenyear. The EA in their correspondence indicated that there are no main rivers so there are nodefences that the EA are aware of; however due the location within Flood Zone 1 existing flooddefences or other structures are not deemed relevant to the site.
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4 PROPOSED DEVELOPMENT 4.1 DEVELOPMENT PROPOSALS
4.1.1 The Proposed Development (including both outline and detailed elements) for which planningpermission is being sought comprises:
Comprehensive redevelopment of the Site involving the demolition of existing buildings andstructures and removal of hardstanding and associated infrastructure, and provision of mixed usedevelopment. Application submitted in hybrid form (part-outline and part-detailed) as follows:
The outline element of the planning application (with all matters except Access reserved forfuture determination) for the provision of:
Buildings/floorspace for the following uses: Employment (Use Classes B1a-c/B2/B8)
Residential (Use Classes C3/C2)
Retail (Use Classes A1-A5)
Education and other non-residential institutions (Use Class D1)
Sport and recreation (Use Class D2)
Hotel (Use Class C1)
Open space/landscaping (including outdoor sport/recreation facilities)
Car parking
Infrastructure (including roads and utilities)
Site preparation and other associated works
The full/detailed element of the application comprises:
Change of Use of retained existing buildings
Development of Phase 1 comprising four industrial units (Use Class B1c/B2/B8) withancillary car parking and associated infrastructure.
4.1.2 Please refer to Appendix C for development proposal drawings.
4.2 VULNERABILITY CLASSIFICATION
4.2.1 Considering the scale of the site and based on Table 2 in the PPG, the Proposed Developmentwill have uses which range between ‘low vulnerable’ and ‘more vulnerable’.
4.3 SEQUENTIAL AND EXCEPTION TESTS
4.3.1 As stated in the NPPF, a sequential risk-based approach to determine the suitability of land fordevelopment in flood risk areas should be applied at all stages of the planning process givingprecedence to low flood risk areas wherever possible.
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4.3.2 Since the site is in Flood Zone 1 the development is considered appropriate and automaticallymeets the requirements of the sequential test.
4.4 LOCAL DEVELOPMENT AND FLOOD RISK POLICY
4.4.1 The KCC Drainage and Planning Policy Statement sets out a number of Drainage Policies andWider Environment Policies which they have defined as being SuDS Policies. These are outlinedbelow and have been considered in developing the drainage strategy for the site;
SuDS Policy 1 – Follow the Drainage Hierarchy
SuDS Policy 2 – Manage Flood Risk through Design
SuDS Policy 3 – Mimic Natural Flows and Drainage Flow Paths
SuDS Policy 4 – Seek to Reduce Existing Flood Risk
SuDS Policy 5 – Maximise Resilience
SuDS Policy 6 – Design to be Maintainable
SuDS Policy 7 – Safetyguard Water Quality
SuDS Policy 8 – Design for Amenity and Multi-Functionality
SuDS Policy 9 – Enhance Biodiversity
SuDS Policy 10 – Link to Wider Landscape Objectives
4.4.2 As well as the policies listed above the Water/People/Places (Masterplanning for SuDS) has alsobeen considered in developing the drainage strategy for the site.
4.4.3 TDC’s current Local Plan identifies issues and opportunities arising in the area and sets out thecouncils views on how they would like development to progress. The only relevant policy in the
plan is Policy EP13 –
Groundwater Protection Zones which highlights the risk of contaminationto groundwater sources. There are other policies within the plan relating to flood risk and surfacewater runoff, these however are noted as ‘not saved’ and therefore have not been considered aspart of this assessment.
4.4.4 TDC are currently producing a new Local Plan which will cover the district up to 2031, thishowever is only in draft format at this stage and therefore has not been considered as part of thisassessment.
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5.4 SURFACE WATER FLOODING
5.4.1 Based on the EA online surface water flooding map, the area along Manston Road at the bottomof the valley is considered as being at high risk of flooding due to surface water with a potential
flow route generated at the airport and flowing towards north-west and off site. The flooding wouldappear to be due to the topography of the site which generally falls towards Manston Road whichruns through the site.
5.4.2 According to Figure 5 of KCC’s PFRA it is predicted that, within the macro-area in which the siteis located, between 5-7 dwellings would be flooded per square kilometre for the 1 in 200 year rainstorm event.
5.4.3 According to Figure 20 of TDC’s SFRA, the site lies in an area which has medium potential forsurface water runoff generation.
5.4.4 The Surface Water and Critical Infrastructure map from the KCC’s SWMP for the Thanet
catchment shows localise surface water flooding greater than 0.3m deep for the 1 in 200 year
return period, this is in line with that shown on the EA online maps.
5.4.5 As par t of KCC’s consultation response, they refer to KCC’s SWMP for the Thanet catchmentwhich states that Manston Court Road to the north-east of the site has been recorded as apathway of flows for surface water. The same has been said of Manston Road which runs throughthe site.
5.4.6 Based on the available information surface water flooding within the site cannot be excluded andthe probability of surface water flooding can be considered as medium.
5.5 SEWER FLOODING
5.5.1 According to the Thanet Rural Historic Flooding map from KCC’s SWMP there have not been any
recorded sewer flooding incidents on the site. This map incorporates data provided by SW. Duringthe meeting with SW on the 1
st of February it was clear that the existing infrastructure is at
capacity, however SW indicated verbally that they were not aware of any specific flooding issuesaround the site.
5.5.2 According to Figure 4 of KCC’s PFRA there have been no recorded sewer flooding incidents atthe site.
5.5.3 From verbal discussions with the facilities manager on site it has been confirmed that in their time,there have been no sewer flooding incidents.
5.5.4 Based on the information available the probability of sewer flooding impacting the site can beassessed as low.
5.6 ARTIFICIAL SOURCES OF FLOODING
5.6.1 According to the EA online reservoir flood maps show the site is not shown to be within themaximum extent of flooding from any reservoir.
5.6.2 No other artificial sources relevant to the site have been noted in the council’s documents or aspart of the correspondence undertaken. It is understood that a small holding tank/interceptor tankis present on site, however it is understood this form part of the existing drainage system and isrelatively small in nature and therefore unlikely to be of significant risk.
5.6.3 Based on the available information, the probability of flooding from artificial sources can be
assessed as low.
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6 CLIMATE CHANGE 6.1 BACKGROUND INFORMATION
6.1.1 As explained in the Climate Change Adaptation Sub-Committee Progress Report 2014, increasedflood risk is the greatest threat to the UK from climate change. Models of the climate systemsuggest floods of the type experienced in England and Wales in autumn 2000, and betweenDecember 2013 and February 2014, have become more likely as a consequence of increasedconcentrations of greenhouse gases in the atmosphere.
6.1.2 More frequent short-duration, high intensity rainfall and more frequent periods of long-durationrainfall could be expected. Sea levels are also expected to continue to rise.
6.1.3 New EA guidance “Flood risk assessments: climate change allowances” issued on the 19th
February 2016 provides up to date information on expected changes in rainfall, river flows andsea level rise as a consequence of climate change.
6.1.4 A key change from the previous guidance is that the climate change allowances for peak riverflows now are shown as variable on a regional basis; allowance are also now based onpercentiles, whereby a percentile is a measure used in statistics to describe the proportion ofpossible scenarios that fall below an allowance level (e.g. a 50% percentile means that theallowance has 50% chances of not being exceeded).
6.1.5 Sea levels allowances reflect the previous guidance and vary on a regional basis and for eachepoch as shown in Table 3 of the EA guidance.
6.1.6 However, as the site is away from any fluvial and tidal floodplain the above comments are not
applicable.
6.1.7 For peak rainfall the EA Guidance provides an upper end and central allowance depending onepoch; the guidance recommends assessing both the central and upper end allowances tounderstand the range of possible impacts. These allowances are detailed in Table 2 (Peak rainfallintensity allowance in small and urban catchments) of the EA guidance.
6.2 DEVELOPMENT LIFESPAN
6.2.1 A typical lifespan for a residential development is 100 years.
6.2.2 Based on this, the contingency allowances for climate change that are potentially applicable to
this Site are, as set out in Table 4 of the EA’s “Adapting to Climate Change” advice are:
Upper End – 40% increase in peak rainfall by 2115
Central – 20% increase in peak rainfall by 2115
6.2.3 When undertaking the drainage strategy and basins’ design, the attenuation volumes will bedetermined using the central estimates but will be modelled with a freeboard that canaccommodate the upper end estimates to prevent potential exceedance flows off site.
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6.3 IMPACT OF CLIMATE CHANGE ON THE DEVELOPMENT
6.3.1 The entire site is located within flood zone 1 where the probability of fluvial and tidal flooding islower than 0.1% in any year. Fluvial and tidal flooding are therefore not expected to become a
significant issue even when the impact of climate change is taken into account.
6.3.2 Surface water runoff could in theory represent a risk to the site, especially when the effects ofclimate change are considered. An outline surface water drainage strategy has been produced aspart of this study which takes into account the potential impact of climate change.
6.3.3 The outline surface water drainage strategy demonstrates that the drainage network at the site isdesigned to accommodate run-off during all events up to and including the 100 year plus 20%climate change allowance. It also shows that for the 100 year plus 40% climate change allowancesurface water will be accommodated within the site and therefore prevents potential exceedanceflows off site in line with best practice.
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7 FLOOD RISK MITIGATION MEASURES 7.1 SURFACE WATER DRAINAGE STRATEGY
7.1.1 It is essential for any new development that surface water is managed effectively to limit the riskoff site as well as on site.
7.1.2 Best practise for the management of surface water based on Building Regulations 2010 Part Hstates that surface water runoff from a site shall discharge to one of the following in order ofpriority:
An adequate soakaway or some other adequate infiltration system
A watercourse
sewer
7.1.3 The potential for infiltration has been discussed with relevant stakeholders (EA, SW, and KCC)and discounted at this outline stage due to potential for existing ground contamination on site andthe sensitive nature of the site being located in a source protection zone, SW adit and thePrincipal Aquifer. As detailed in the Preliminary Risk Assessment (PRA) (Appendix H) whichforms part of the application, there are potentially significant contamination sources on site, suchas; bulk fuel stores, historic petrol interceptors, fire station, substations, former RAF/MOD usage,and historic fuel spills
7.1.4 However, it has been agreed with the above stakeholders that further investigation would berequired post planning to ascertain in more detail the feasibility and appropriateness of infiltrationat least in part of the site; it is in fact recognised that infiltration would help groundwater recharge
in a known water stressed area and promote water balance.
7.1.5 The existing site discharges via a private surface water network to Pegwell Bay which isapproximately 1.2km to the south east of the site. It is proposed that the new development willkeep utilising this existing private surface water sewer and discharge to Pegwell Bay, refer toFigure 7-1 below.
Figure 7-1 - Existing Pegwell Bay Outfall
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7.1.6 Although no attenuation is required due to the tidal nature of the recipient Pegwell Bay it is,proposed that the developed site discharge will not exceed the existing discharge rate thereforehaving no effect on the capacity of the existing private surface water sewer.
7.1.7 The drainage strategy largely consists of a series of attenuation basins, permeable paving whereviable (predominantly within commercial land) and swales (for exceedance flows) locatedstrategically to convey water to the natural low points to the western end of Manston Road whichbisects the site. At this low point, the surface water will be pumped following the approximateroute of the existing rising main around the perimeter of the site before discharging to newproposed linear swale running parallel to the existing runway and connecting to the existingprivate sewer as discussed above. See Appendix G for the drainage plan.
7.1.8 In Table 26.1 of The SuDS Manual (C753) four risk based approaches for water qualitymanagement are discussed; we deem given the nature of the proposals that a Simple Index
Approach can be applied to the site. The approach to water quality for each land use is detailedbelow in Table 7-1 this is also graphically indicated in Appendix G. Table 7-1 is based on Table26.2 of the SuDS Manual (C753) for land use definition.
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Table 7-1 - SuDS Treatment Trains
LAND USE POLLUTIONHAZARD LEVEL
FIRSTTREATMENT
TRAIN
SECONDTREATMENT
TRAIN
THIRDTREATMENT
TRAIN
Residential Roofs Very Low N/A Basin Outfall Swale
Other Roofs(commercial)
Low N/A Basin Outfall Swale
Individual propertydriveways, residentialcar parks, low traffic
roads and non-residential car parkswith infrequentchange.
Low
Permeable Pavingwhere viable
Catchpit andGullies
Basin Outfall Swale
Commercial yard anddelivery areas, non-residential parkingwith frequent change,all roads except lowtraffic roads and trunkroads/motorways
Medium
Permeable Pavingwhere viable
Catchpit andGullies
Basin Outfall Swale
7.1.9 The proposed development includes vast green areas as well as the provision of permeablepavements within the commercial areas.
7.1.10 Although the surface water drainage strategy will need to be re-assessed and further developedat the detailed design stage depending on the results of the ground investigation the generalSuDS principles as for the example the use of swales for exceedance flows and basins at thelower ends of the site would still be applicable. It is also unlikely that infiltration only would besufficient to manage surface water runoff from the development and at least part of the site wouldstill need to discharge into the sea.
7.2 SURFACE WATER MODELLING AND RESULTS
7.2.1 Both the existing and proposed drainage systems have been modelled in Micro-Drainage andresults are available in Appendix G.
7.2.2 When undertaking the modelling for the surface water drainage strategy the followingassumptions were made:
Micro-Drainage software has been used for all hydraulic design;
FEH rainfall data has been used when determining existing and proposed flowrates;
Existing discharge rates have been determined by modelling the existing network, this modeluses the main runs and ignores the channel drains and smaller pipe networks, and therefore
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provides a worst case scenario. The area to the north is currently pumped to the gravitysystem on site, however for the purpose of this model, this area has been simply modelledassuming it is gravity fed into the wider network, whilst this may not be completely accurate, itallows for that area to be taken into account as part of the wider model;
Residential areas have been considered to be 80% impermeable;
Commercial areas have been considered to be 95% impermeable;
Road areas have been considered to be 100% impermeable;
The proposed drainage network has been designed for the 1 in 100 year plus 20% climatechange event; and.
Refer to Drawing 70004755-D-SK-001 in Appendix G for the catchment areas considered.
Existing Drainage Network Results
7.2.3 The modelling of the existing drainage network produced the following flowrates for the 2 year, 30
year and 100 year return periods, from the 900mm outfall.
Q2 = 2216.5 l/s
Q30 = 3376.4 l/s
Q100 = 3762.2 l/s
7.2.4 It is therefore proposed that the site will discharge no more than 3762.2 l/s for the proposed 1:100year + 20% climate change event, ensuring that the lesser events are also not exceededcompared to the existing scenario.
Proposed Drainage Network Results
7.2.5 Unlike the existing scenario the drainage system will be designed to ensure no flooding for eventsup to the 30 year event, and attenuation will be provided to ensure the 1:100 year + 20% climatechange event is catered for onsite
Design Criteria
7.2.6 The proposed development consists of the following areas (refer to Appendix G for plan):
7.2.7 Area 1:
Residential (Zones 3, 4, 5, 6) = 27.5ha
Roads = 20.9haCommercial = 7.3haMixed Use = 1.7ha haExisting Museum Area (Zone 9) = 5.1ha
7.2.8 Area 2:
Residential (Zone 7, 8) = 6.8haRoads = 8.2ha
7.2.9 Area 3:
Commercial = 21.7ha
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Roads = 1.2ha
7.2.10 Area 4:
Existing Runway =14.4ha
7.2.11 In order to size the attenuation for the purpose of the planning application, the draining areashave been calculated as per the Tables below.
Table 7-2 - Area 1 Drainage Areas
AREA 1
DevelopmentArea
Total Area(ha)
%Impermeable(100% runoffcoefficient)
% Permeable(30% runoffcoefficient)
Total Drainage Area (ha)
Residential 27.5 80 20 23.65Commercial 7.3 95 5 7.04
Mixed Use 1.7 90 10 1.58
Roads 20.9 100 0 20.90
Existing MuseumArea
5.1 95 5 4.92
Total 62.5 58.09
Table 7-3 - Area 2 Drainage Areas
AREA 2
Development
Area
Total Area
(ha)
%
Impermeable(100% runoffcoefficient)
% Permeable
(30% runoffcoefficient)
Total Drainage Area (ha)
Residential 6.8 80 20 5.85
Roads 8.2 100 0 8.20
Total 15 14.05
Table 7-4 – Area 3 Drainage Areas
AREA 3
Development Area Total Area(ha)
%Impermeable
(100% runoffcoefficient)
% Permeable(30% runoff
coefficient)
Total Drainage Area (ha)
Commercial 21.7 95 5 20.94
Roads 1.2 100 0 1.20
Total 22.9 22.14
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Table 7-5 - Area 4 Drainage Areas
7.2.12 The total development area is 114.6ha (impermeable and permeable), the total drainage area
considered from the site is 108.69ha.
7.2.13 As part of the proposed development each area has been modelled in MicroDrainage todetermine the required amount of attenuation to accommodate the 1:100 year +20%cc stormevent and to ensure that as a whole the sites discharge rate does not exceed the existing for eachstorm event. The results of this modelling are provided within Appendix G, and summarised in theTables below.
Table 7-6 - Proposed Discharge Rates
DISCHARGE RATES L /S
DevelopmentArea
1:2 1:30 1:100 1:100+20%cc
Area 1 843.1 1778.1 2506.9 2975.6
Area 2 136.1 231.2 302.9 349.3
Area 3 137.2 182.0 217.7 257.0
Area 4 56.1 90.6 117.3 140.1
Total 1172.5 2281.9 3144.8 3722.0
Table 7-7 – Discharge Rate Summary
DISCHARGE RATES L /S
1:2 1:30 1:100 1:100+20%cc
ExistingDischargeRates (l/s)
2216.5 3376.4 3762.2 3762.2
ProposedDischargeRates (l/s)
1172.2 2281.9 3144.8 3722.0
PercentageReduction (%)
47 32 16 1
AREA 4
Development Area Total Area(ha)
% Impermeable(100% runoffcoefficient)
% Permeable(30% runoffcoefficient)
Total DrainageArea (ha)
Existing Runway beingretained
14.4 100 0 14.40
Total 14.4 14.40
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7.3 FOUL WATER STRATEGY
7.3.1 Following meetings and discussions with SW it has been made clear that the existing foul waterdrainage network surrounding the site will not have capacity to accommodate the development
and confirmed that it is likely that off-site reinforcement works will need to be undertaken toresolve this. In a meeting undertaken on the 1st February 2016, SW recommended that a Section
98 be undertaken once planning is granted to account for the provision of a terminal pumpingstation and rising main.
7.3.2 Given the size of the site, the location of the existing public foul sewers and the topography of thesite it is not expected that gravity connections will be achievable. It is therefore proposed that foulwater pumping stations will be provided to discharge to the existing public foul water network, thelocation of these pumping stations will be largely dependent on the construction phasing of thedevelopment and therefore cannot be confirmed at this stage.
7.4 DRAINAGE MAINTENANCE AND MANAGEMENT STRATEGY
7.4.1 The following drainage maintenance and management strategy (Table 7-9) has been produced byus and builds on information provided within the SUDS Manual; it is expected that themaintenance for the entire scheme will be under the management of Stone Hill Park Ltd, in whicha suitably qualified maintenance specialist will undertake the work.
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Table 7-9 – Drainage Maintenance Strategy
Drainage Feature Regular Maintenance Occasional/Remedial Maintenance Monitoring
Permeable Paving Brushing and vacuuming three times/year atend of winter, mid-summer, after autumn leaffall, or as required on Site-specificobservations of clogging or manufacturer’recommendations.
Stabilise and mow contributing andadjacent areas, as required.
Removal of weed, as required.
Remediate any landscaping which,through vegetation maintenance orsoil slip, has been raised to within50mm of the level of the paving, asrequired.
Remedial work to any depressions,rutting and cracked or broken blocksconsidered detrimental to thestructural performance or a hazard tousers, as required.
Rehabilitation of surface and uppersub-structure, as required.
Attenuation Ponds/basins Litter Removal, as required.
Grass cutting (public areas), monthly (duringgrowing season).
Grass Cutting (meadow grass), Half yearly(spring before nesting season, and autumn).
Inspect vegetation to pond edge and removenuisance plants (for the first 3 years), monthly
(as start, then as required).
Hand cut submerged and emergent aquaticplants (at minimum of 0.1m above pondbase). Include max 25% of pond surface,annually.
Remove 25% of bank vegetation from wateredge to a minimum of 1m above water level,annually.
Remove sediment from the mainbody of big ponds when pool volumeis reduced by 20%. 25 years or asrequired.
Repair of erosion or other damage,as required.
Aerate pond when signs ofeutrophication are detected, asrequired.
Realignment of rip-rap or otherdamage, as required.
Repair/rehabilitation of inlets, outletsand overflows, as required.
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Tidy all dead growth before start of growingseason, annually.
Remove sediment from one quadrant of themain body of pond every 5 years.
Dry Swales Litter and debris removal, as required.
Grass cutting – to retain grass height withinspecified design range. Monthly (duringgrowing season), or as required.
Manage other vegetation and removenuisance plants. Monthly (at start, then asrequired).
Check for poor vegetation growth dueto lack of sunlight or dropping of leaf
litter, and cut back adjacentvegetation where possible, annually.
Re-seed areas of poor vegetationgrowth. Alter plant types to better suitconditions, if required. Annually, or ifbare soil is exposed over 10% ormore of the swale treatment area.
Repair erosion or other damage byre-turfing or reseeding, as required.
Re-level uneven surfaces andreinstate design levels, as required.
Scarify and spike topsoil layer toimprove infiltration performance,break up silt deposits and preventcompaction of the soil surface, asrequired.
Remove build-up of sediment onupstream gravel trench, flowspreader or at top of filter strip, asrequired.
Remove and dispose of oils or petrolresidues using safe standardpractices, as required.
Pumps Check for accumulation of debris and silt andcleaned as necessary.
Check condition and test alarm probe.
Other regular maintenance to be undertakenas per manufacturers guidelines.
Clean as necessary.
Repair/rehabilitation of inlets, outlets,alarms and vents as required.
Other remedial maintenance to beundertaken as per manufacturersguidelines.
Frequency of monitoring to beundertaken as per manufacturersguidelines.
CatchpitManholes/Inspection
Inspection chambers will be checked every 6months for the accumulation of debris and silt
Inspect every 6 months or after largestorm.
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Chambers and cleaned as necessary.
Drainage Channels/Gullies Inspections will be frequent and regular,depending on local conditions, but at leastannually by Site management. Inspections willinclude gratings; covers including their lockingbolts; sumps and sump buckets; exposedconcrete surround and adjacent paving.Channels will be flushed with water or high
pressure jetting (no boiling water or cleaningagent will be used). All silt buckets and sumpswill be cleaned out replaced back into theunits ensuring they are correctly fitted.
All channel surfaces and joints will bechecked and repaired as necessary.
Inspect every 6 months or after largestorm.
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8OFFSITE IMPACT
8.1.1 The outline surface water drainage strategy demonstrates that the drainage network at the site isdesigned to accommodate run-off during all events up to and including the 100 year plus 20%climate change allowance. It also shows that for the 100 year plus 40% climate change allowancesurface water will be accommodated within the site by the use of freeboards and thereforeprevents potential exceedance flows off site. As such the development will have a positive impactoffsite as the existing surface water flow paths crossing the site will be eliminated minimising therisk of surface water runoff generated at the site affecting the surroundings.
8.1.2 SW have confirmed that the public foul water drainage network will not be able to accommodatethe proposed development and that off-site reinforcement works will be required. Provided theappropriate reinforcement works are carried out the scheme will not have a negative impact onthe public drainage network.
8.1.3 Given that the site’s surface water discharge rates are to match the existing rates there is noimpact on the existing private surface water sewer which is to be utilised.
8.1.4 Given that the site’s surface water is to discharge to Pegwell Bay which is a tidally influencedbody, there is no impact by increasing the volumetric runoff from the site. Given the proposals touse SuDS as pre-treatment devices on the Site, water quality to Pegwell Bay is not considered tobe negatively affected; in fact the use of a SuDS management train is expected to improve thequality of the surface water runoff discharged into the bay.
8.1.5 The development will not cause impacts elsewhere in terms of fluvial and tidal flood risk due to itslocation within Flood Zone 1.
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9 RESIDUAL RISK 9.1.1 Since the site is located within Flood Zone 1, away from any floodplain, residual fluvial/tidal flood
risk is considered to be low to negligible.
9.1.2 The outline surface water drainage strategy demonstrates that the drainage network at the site isdesigned to accommodate run-off during all events up to and including the 100 year plus aclimate change allowance preventing potential exceedance flows off site. Drainage exceedanceroutes have also been considered and allowed for as part of the masterplanning process ensuringthat any surface water runoff exceeding the drainage network capacity would naturally flowtowards the attenuation basins at the bottom of the valley rather than impacting on thedevelopment itself. See Appendix G for a plan displaying potential exceedance routing.
9.1.3 It is also recommended in accordance with best practice that housing plots have raised thresholdsabove road level, to help mitigate against any surface water flooding.
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10 CONCLUSIONS 10.1.1 This FRA has been prepared on behalf of Stone Hill Park Ltd to support a hybrid planning
application for the redevelopment of the Former Manston Airport.
10.1.2 The EA and TDC’s SFRA both confirm the site as being located in Flood Zone 1 where theprobability of river or sea flooding is less than 0.1% (1 in 1000) chance in any given year.Meaning that the probability of tidal or fluvial flooding can therefore be assessed as low tonegligible.
10.1.3 Surface Water could in theory be a source of flood risk as the area along Manston Road is apotential flow route based on the available information; this however has been mitigated by thedesign of an outline drainage strategy which demonstrates the ability to accommodate surfacewater run-off during all events up to and including the 100 year plus appropriate climate change
allowance therefore preventing potential exceedance flows off site. As such the proposeddevelopment will in fact significantly reduce the probability of surface water flooding at the siteand in the surroundings.
10.1.4 The proposed surface water drainage strategy optimises the use of SuDS in line with bestpractice, national and local policy and has been developed in discussion with the relevantstakeholders. At this outline stage it is proposed to discharge surface water runoff into PegwellBay mimicking the current drainage arrangements; however this will need to be re-assessed postplanning following ground investigations assessing the feasibility of infiltration at the site. A largepercentage of the site will remain undeveloped and natural infiltration in those areas will not beaffected by the proposed development.
10.1.5 Other potential sources of flooding have been investigated and are deemed low risk.
10.1.6 SW have confirmed that foul development flows cannot be accommodated within the pubicdrainage network and have stated that off –site improvement works will be necessary.
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Appendix ASITE LOCATION
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NOTE:1. Do not scale from this drawing unless for planning2. All setting out,levels and dimensions to be agreed on site.3. The dimensions of all materials must be checked on site
before being laid out.4. This drawing must be read with the relevant specification
clauses and detail drawings
5. Order of construction and setting out to be agreed on site.6. This drawing is copyright protected and may not be
reproduced in whole or part without written authority.7. All Dimensions are in millimetres unless Otherwise Stated
Planning
Drg nr
Drg title
Project
Client
PL1436-VW-018
Location Plan
StoneHill Park
Checked
Drawn
Status
Scale n.t.s MP
JWRevision
Date: 12.05.16
02
18 Bowling Green Lane London EC1R 0BW020 7430 0754
2Back Grafton St Altrincham WA14 1DY
0161 928 9281
DrawnApprvd.DateRev Status and Description
First Issue00 MP JW
THISDRAWINGIS COPYRIGHTAND MAYNOT BE REPRODUCED IN
WHOLEOR PART WITHOUTWRITTEN AUTHORITY.
DONOTSCALE OFF THISDRAWING
CC
Planit IE LLP
22.04.16
StoneHill ParkLimited
PlanningA MP JW29.04.16
05.05.16 Planning01 JWMP12.05.16 Boundary Amend02 JWMP
PLANNINGAPPLICATIONSITEBOUNDARY
T TBIRCHINGTON ON SEA
WESTGATE ON SEA MARGATE
RAMSGATE
CLIFFSEND
MINSTER
WESTWOOD CROSS
MANSTON
ACOL
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E CL O SE
Gas Govn
Mast
Masts(Telecommunication)
D R I V
E
Stones
A 2 9 9
Stone
TelegraphHill
Runway Approach Lights
H O U S E L A
U N D R Y R O A D
S O U T H A L L C L O S E
I V Y
C O T T A
G E H
I L L
W A Y H I
L L
T H O R
N E H I L L
HENGIST W AY
Dunstr ete
GP
CLIFFSENDA 2 99
D uns tre te
ROUNDABOUT
WindSock
Runway Approach Lights
K I N G A
R T H U R
R O A D
El Sub
CANTERBURYROADWEST
Mast
W I N D S O R R
O A D
Mast (Telecommunication)
Sta
Tank
LB
A R U N D E L
R O A D
SportsGround
H I G H S T R
E E T
(private)
Track
TCB
T r a c k
IN V IC T A W AY
M E R L I N
W A Y
C O L U M B U S A V E N U E
S P IT F IR E W AY
Manston Park
B 2 1 90
M I N S T
E R
R O A
D
B 2 1 9 0
sed)
M a s t ( Te l e c o m m u n ic a t io n )
SubSta
B E A M O N T
M U S G R A V E
El SubSta
LB
DRIVE
Court
SPI TF I RE WA
Y
Tennis
Pond
A L L A
N D G
R A N
G E
Track
C L O S E
E S M ON D E
S i l o s
C L O
S E
E l S u b
S t a
El
C a v e s
B 2 190
Lighting Tower
S P I T F I R E
W A Y
M A N S T O N
R O A D
El Sub
R OA D
B E L L
Lighting Tower
FS
Sta
SubSta
MA N ST ON
B 2 1 9 0
- D A V
I E S
Tennis
Pylon
B 2 0 5 0
Lighting Tower
B 2 1 9
0
Pylon
T O
L L E M A C
H E C L
D R I V E
El
Court
P R E S T O N
R O A D
D A I G O R
L A N E
El SubSta
B 2 0 50
Stone
P R E S T O N
R O A D
SP R AT LI N G S T R EE T
Electricity SubStation
WarMeml
T r a c k
T r a c
k
TheLeys
Stone
Path
E L M G R
O V E
Letter
(private)
M A N S T O N C O U R T
R O A D
TCB
TCB
Wind
Stone
Sports Ground
G R E E N
Stone
Box
Ruin
MANSTON RO AD
T H E
GP
Sock
H I G H
S T R
E E T
B 2 0 5 0
S T C
A T H
E R I
N E ' S
G R O
V E
Stones
WB
Box
T r a c k
Letter
Stone
Stone
Stone
Stone
Reservoir
M A N S T
O N C O U
R T R O A
D
Stone
P R E S T O
N R O A D
Reservoir
GP
Stone
VI N C E N T R O AD T ra ck
Stone
Stone
M A N S T O
N
R O A
D
(covered)
LB
Mast
Stone
D r a i n
(covered)
A 2 9 9
A2 99
A 2 5 6
ROUNDABOUT
Reservoir
SEVENSCORE
S E A
V I E W
R O A
D
MP 84
C L I F
F V I E
W R O
A D
C LIV E R OAD
F O A D S H
I L L
Tunnel
D R I V E
SL
El SubSta
Cliffsend Crossing
MP 84.25
NOTE:1. Do not scale from this drawing unless for planning2. All setting out,levels and dimensions to be agreed on site.3. The dimensions of all materials must be checked on site
before being laid out.4. This drawing must be read with the relevant specification
clauses and detail drawings
5. Order of construction and setting out to be agreed on site.6. This drawing is copyright protected and may not be
reproduced in whole or part without written authority.7. All Dimensions are in millimetres unless Otherwise Stated
Planning
Drg nr
Drg title
Project
Client
PL1436-VW-017
Red LinePlan
StoneHill Park
Checked
Drawn
Status
Scale 1:5500@A1 MP
JWRevision
Date: 12.05.16
02
18 Bowling Green Lane London EC1R 0BW020 7430 0754
2 Back Grafton St Altrincham WA14 1DY
0161 928 9281
DrawnApprvd.DateRev Status and Description
First Issue00 MP JW
THISDRAWINGIS COPYRIGHTAND MAYNOT BE REPRODUCED IN
WHOLEOR PART WITHOUTWRITTEN AUTHORITY.
DONOTSCALE OFF THISDRAWING
CC
Planit IE LLP
15.04.16
StoneHill ParkLimited
PlanningA MP JW29.04.16
0 5. 05 .1 6 P la nn in g01 JWMP12.05.16 Boundary Amends02 JWMP
PLANNINGAPPLICATIONSITEBOUNDARY
OTHERLANDOWNED BYAPPLICANT
EXTENTOF PHASE1 (DETAILEDAPPLICATION)
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Appendix BTOPOGRAPHICAL AND UTILITIES SURVEY
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Appendix CDEVELOPMENT PROPOSALS
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E CL O SE
Gas Govn
Mast
Masts(Telecommunication)
D R I V
E
Stones
A 2 9 9
Stone
TelegraphHill
Runway Approach Lights
H O U S E L A
U N D R Y R O A D
S O U T H A L L C L O S E
I V Y
C O T T A
G E H
I L L
W A Y H I
L L
T H O R
N E H I L L
HENGIST W AY
Dunstr ete
GP
CLIFFSENDA 2 99
D uns tre te
ROUNDABOUT
WindSock
Runway Approach Lights
K I N G A
R T H U R
R O A D
El Sub
CANTERBURY ROADWEST
Mast
W I N D S O R R
O A D
Mast (Telecommunication)
Sta
Tank
LB
A R U N D E L
R O A D
SportsGround
H I G H S T R
E E T
(private)
Track
TCB
T r a c k
IN V IC T A W AY
M E R L I N
W A Y
C O L U M B U S A V E N U E
S P IT F IR E W AY
Manston Park
B 2 1 90
M I N S T
E R
R O A
D
B 2 1 9 0
sed)
M a s t ( Te l e c o m m u n ic a t io n )
SubSta
B E A M O N T
M U S G R A V E
El SubSta
LB
DRIVE
Court
SPI TF I RE WA
Y
Tennis
Pond
A L L A
N D G
R A N
G E
Track
C L O S E
E S M ON D E
S i l o s
C L O
S E
E l S u b
S t a
El
C a v e s
B 2 190
Lighting Tower
S P I T F I R E
W A Y
M A N S T O N
R O A D
El Sub
R OA D
B E L L
Lighting Tower
FS
Sta
SubSta
MA N ST ON
B 2 1 9 0
- D A V
I E S
Tennis
Pylon
B 2 0 5 0
Lighting Tower
B 2 1 9
0
Pylon
T O
L L E M A C
H E C L
D R I V E
El
Court
P R E S T O N
R O A D
D A I G O R
L A N E
El SubSta
B 2 0 50
Stone
P R E S T O N
R O A D
SP R AT LI N G S T R EE T
Electricity SubStation
WarMeml
T r a c k
T r a c
k
TheLeys
Stone
Path
E L M G R
O V E
Letter
(private)
M A N S T O N C O U R T
R O A D
TCB
TCB
Wind
Stone
Sports Ground
G R E E N
Stone
Box
Ruin
MANSTON RO AD
T H E
GP
Sock
H I G H
S T R
E E T
B 2 0 5 0
S T C
A T H
E R I
N E ' S
G R O
V E
Stones
WB
Box
T r a c k
Letter
Stone
Stone
Stone
Stone
Reservoir
M A N S T
O N C O U
R T R O A
D
Stone
P R E S T O
N R O A D
Reservoir
GP
Stone
VI N C E N T R O AD T ra ck
Stone
Stone
M A N S T O
N
R O A
D
(covered)
LB
Mast
Stone
D r a i n
(covered)
A 2 9 9
A2 99
A 2 5 6
ROUNDABOUT
Reservoir
SEVENSCORE
S E A
V I E W
R O A
D
MP 84
C L I F
F V I E
W R O
A D
C LIV E R OAD
F O A D S H
I L L
Tunnel
D R I V E
SL
El SubSta
Cliffsend Crossing
MP 84.25
NOTE:1. Do not scale from this drawing unless for planning2. All setting out,levels and dimensions to be agreed on site.3. The dimensions of all materials must be checked on site
before being laid out.4. This drawing must be read with the relevant specification
clauses and detail drawings
5. Order of construction and setting out to be agreed on site.6. This drawing is copyright protected and may not be
reproduced in whole or part without written authority.7. All Dimensions are in millimetres unless Otherwise Stated
Drg nr
Drg title
Project
Client
PL1436-VW-011
ParameterPlan 1: DevelopmentZones
StoneHill Park
Checked
Drawn
Status
Scale 1:5500@A1 MP
JWRevision
Date:
18 Bowling Green Lane London EC1R 0BW020 7430 0754
2 Back Grafton St Altrincham WA14 1DY
0161 928 9281
DrawnApprvd.DateRev Status and Description
21.01.16 First Issue00 MP JW
THISDRAWINGIS COPYRIGHTAND MAYNOT BE REPRODUCED IN
WHOLEOR PART WITHOUTWRITTEN AUTHORITY.
DONOTSCALE OFF THISDRAWING
CC
Planit IE LLP
04.02.16 Second IssueA MP JW
09.02.16 Third IssueB MP JW
29.02.16 Fourth IssueC MP JW
04.03.16 Fifth IssueD MP JW
18.03.16 Sixth IssueE MP JW
StoneHill ParkLimited
22.03.16 Seventh IssueF MP JW
05.04.16 Design IssueG MP JW
06.04.16 For ApprovalH MP JW
Planning
20.04.16 Red Line AmendI AS JW
12.05.16
M
25.04.16 Dev Area AmendJ JWMP
29.04.16 PlanningK JWMP
0 5. 05 .1 6 P la n ni n gL JWMP
12.05.16 Boundary AmendsM JWMP
PLANNINGAPPLICATIONSITEBOUNDARY
OTHERLANDOWNED BYAPPLICANT
EXTENTOF PHASE1 (DETAILEDAPPLICATION)
ZONE 1
ZONE 2
ZONE 3
ZONE 4
ZONE 5
ZONE 7
ZONE 8
ZONE 9
ZONE 6
STRUCTURAL OPEN SPACE ANDINFRASTRUCTURE ZONE
Land where surface and sub-surfacefixed infrastructure (including roadsand sustainable urban drainagesystems) and green infrastructure(including structural landscape,planting, parks), and outdoorsport/recreation facilities (includingplaying fields, sports courts, playareas and associated small scale builtfacilities, but excluding recreationalsurface water body (‘wave garden’))
DEVELOPMENT ZONES
Land where new built form (buildings/ structures) and associatedinfrastructure and open space ispermitted
Boundary of Development Zone
PLANNINGAPPLICATIONSITEBOUNDARY
OTHERLANDOWNED BYAPPLICANT
EXTENTOF PHASE1 (DETAILEDAPPLICATION)
Indicative Boundary of DevelopmentZone with exact location to follow Limitof Deviation tolerance of proposedroad set by Parameter Plan 2.
No Development
ZONE 10
SPECIAL OUTDOORWATER-BASED RECREATIONZONE
As per Structural Open Space andinfrastructure Zone – but alsowhere recreational surface waterbody and associated built facilitiesallowed (‘wave garden’)
-
8/15/2019 SHP2016 - Flood Risk Assessment
49/251
NOTE:1. Do not scale from this drawing unless for planning2. All setting out,levels and dimensions to be agreed on site.3. The dimensions of all materials must be checked on site
before being laid out.4. This drawing must be read with the relevant specification
clauses and detail drawings
5. Order of construction and setting out to be agreed on site.6. This drawing is copyright protected and may not be
reproduced in whole or part without written authority.7. All Dimensions are in millimetres unless Otherwise Stated
Drg nr
Drg title
Project
Client
PL1436-VW-012
ParameterPlan 2: Access andMovement
StoneHill Park
StoneHill ParkLimited
Checked
Drawn
Status
Scale 1:5500@A1 MP
JWRevision
Date:
18 Bowling Green Lane London EC1R 0BW020 7430 0754
2 Back Grafton St Altrincham WA14 1DY
0161 928 9281
DrawnApprvd.DateRev Status and Description
21.01.16 First Issue00 MP JW
THISDRAWINGIS COPYRIGHTAND MAYNOT BE REPRODUCED IN
WHOLEOR PART WITHOUTWRITTEN AUTHORITY.
DONOTSCALE OFF THISDRAWING
CC
Planit IE LLP
04.02.16 Second IssueA MP JW09.02.16 Third IssueB MP JW29.02.16 Fourth IssueC MP JW
0 4. 03 .1 6 F if th Is su eD MP JW
18.03.16 Sixth IssueE MP JW
2 2. 03 .1 6 S ev en th I s su eF MP JW
05.04.16 Design IssueG MP JW
06.04.16 For ApprovalH MP JW
Planning
20.04.16 Red Line AmendI AS JW
25.04.16 Dev Area AmendJ JWMP
12.05.16
M
29.04.16 PlanningK JWMP
05.05.16 PlanningL JWMP
12.05.16 Boundary AmendsM JWMP
2 8 t o
3 2
11
E CL O SE
Filling Station
MinsterServices
Gas Govn15
53.7m
3 5
Mast
Masts(Telecommunication)
4
2 2
4
3
D R I V
E
Stones
A 2 9 9
Tank
Stone
1
TelegraphHill
1
t o 9
INDUSTRIAL PARK
Runway Approach Lights
Depot
TELEGRAPH HILL
21b
Mount Pleasant
2
1
21a
1 4 t o
2 7
1 2
7