Metacre Ltd Proposed Development at Preston Road, Inskip FRA & Surface Water Drainage Strategy

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1 Proposed Development at Preston Road, Inskip FRA & Surface Water Drainage Strategy D2226-FRA-01 May 2016 PSA Design Ltd Consulting Engineers The Old Bank House 6 Berry Lane Longridge Preston PR3 3JA Tel Fax mail@psadesign.co.uk

2 Document Control Sheet Proposed Development at Preston Road, Inskip FRA & Surface Water Drainage Strategy Job Date Issue Copy D2226 May Original Originator S Cowan.... Checker..D Wallbank.... Approver D Wallbank.... PSA Design Ltd. All rights reserved. No part of this report may be copied or reproduced by any means without prior written permission from PSA Design. If you have received this report in error, please destroy all copies in your possession or control and notify PSA Design. This report has been prepared for the exclusive use of the commissioning party and unless otherwise agreed in writing by PSA Design, no other party may use, make use of or rely on contents of the report. No liability is accepted by PSA Design for any use of this report, other than for the purposes for which it was originally prepared and provided. Opinions and information provided in the report are on the basis of PSA Design using due skill, care and diligence in the preparation of the same and no explicit warranty is provided as to their accuracy. It should be noted that and it is expressly stated that no independent verification of any of the documents or information supplied to PSA Design has been made.

3 Contents 1 Introduction 2 Development and Site Description 3 Flood Zone and PPG Categorisation 4 5 Surface Water Drainage Strategy 6 Existing Site Drainage & Hydrology 7 Consideration of Sustainable Drainage Systems 8 Proposed Surface Water Drainage Strategy 9 Summary & Conclusion Figures & Drawings Fig.1 Site Location Fig.2 Proposed Site Layout Plan Fig.3 Overview Map of Ordinary Watercourses Appendices Appendix A EA River & Sea Flood Map Appendix B EA Surface Water Flood Map Appendix C Public Sewer Records Appendix D Adjacent Development Drainage Connections Appendix E Percolation Test Results Appendix F HR Wallingford Greenfield and Storage Calculations Page 1

4 1 Introduction 1.1 Appointment and Brief PSA Design Ltd has been commissioned by Metacre Ltd to undertake a Flood Risk Assessment (FRA) and prepare a Drainage Strategy for the proposed residential development site on Preston Road, Inskip, to erect 55 new properties and a small convenience store (GFA 153 sqm). 1.2 Objectives & Policy The National Planning Policy Framework (NPPF) and Planning Practice Guidance (PPG) set out Government policy aims on development and flood risk for England. The aim is to ensure flood risk is taken into account at all stages of the planning process, to avoid inappropriate developments in areas at risk of flooding, and to direct development away from areas of highest risk This FRA is site specific and will consider the following:- the flood risk to the proposed development, and whether it could be appropriately designed such that any residual flood risk to either the development, or its users, would be acceptable. the potential impact of the proposed development on flood risk elsewhere and whether it could be designed so as not to increase flood risk elsewhere. Page 2

5 2 Site Description and Proposed Development Site Location The sites are located to the north (site1) and south (site 2) of Preston Road, Inskip (National Grid references are E346016:N and E346007:N respectively). The sites lie within the rural settlement of Inskip, some 5km to the west of Barton, and just over 3km to the south of St Michaels A site location plan can be found at Figure Site Description The sites currently comprise of grass and are used for agricultural use. Access to site 1 is through a farmers gate located on Pinfold Lane 15m from the junction with Preston Road. Access to site 2 is via Preston Road The size of the sites combined is approximately 3ha The sites both have a slight fall towards the south west Site 1(North of Preston Road) is bounded by the following features: North Agricultural field, South Preston Road East Residential properties West Pinfold Lane Site 2 (South of Preston Road) is bounded by the following features: North Preston Road South Agricultural field East Currently being developed to provide circa 27 dwellings West Agricultural field Ordnance Survey (OS) mapping indicates the following watercourses in the area surrounding of the site:- Ordinary watercourse approximately 240m to the South of Preston Road Inskip Brook approximately 350m to the South of Preston Road An overview map highlighting the watercourses in the vicinity of the site is included at Figure 3. There is also a shallow ditch running along the western boundary of Site 2 which appears to collect any overland flow before discharging to the watercourse running to the south Reference to the British Geological Survey (BGS) website, indicates that the site s superficial deposits are underlain by Glaciofluvial deposits, Decensian - sand and gravel. Page 3

6 This, in turn, is underlain by Sidmouth Mudstone Formation which has a low to very low permeability In addition, the Environment Agency (EA) have categorised the bedrock as a Secondary B - predominantly lower permeability layer which may store and yield limited amounts of groundwater due to localised features such as fissures, thin permeable horizons and weathering. These are generally the water-bearing parts of the former non-aquifers The site does not fall within a groundwater source protection zone according to the EA and reference to Lancashire County Council s online mapping, indicates that the site does not fall within a site of specific scientific interest (SSSI) or conservation area. 2.3 Site Proposal The proposed development will include the construction of 55 new residential dwellings and a small convenience store (circa 153sqm). The sites will be served by new entrances off Preston Road. Site 1 (north of Preston Road) will comprise 38 dwellings plus the convenience store. Site 2 (south of Preston Road) will comprise the remining 17 dwellings The proposed site layout is illustrated on Figure 2. Page 4

7 3 Flood Zone and PPG Categorisation Under the requirements of PPG Flood Risk & Coastal Change, the Local Authority is required to apply a risk-based sequential test to new developments. This allows them to direct development to areas which are at the lowest probability of flooding Reference to the EA flood mapping shows the site falling within Flood Zone 1. This means the land is assessed as having a low (i.e. 1 in 1000 <0.1%) annual probability of flooding A copy of the EA flood map is reproduced at Appendix A. 3.2 The Sequential Test With reference to Table 2 from PPG, a development consisting of Buildings used for dwelling houses fall within the More Vulnerable category. Buildings used for shops, resturants and cafes fall within the Less Vulnerable" In accordance with Table 3 from PPG, the proposed redevelopment is appropriate and therefore a sequential test is not required. 3.3 The Exception Test In accordance with Table 3 from PPG, the exception test is not required. Page 5

8 The following table shows the risk summary associated with the various forms of flooding and the potential issues in relation to the site that may require further assessment. Each of these are then discussed in more detail below. Flood Source Comment Risk Main River Inskip Brook is a substantial Fluvial distance away not to affect the site The site is not located in an areas which has Tidal tidal flood risk Low risk of surface water flooding to the entrance of site 1 and to the western boundary Surface Water of site 2. The remaining areas of both sites are situated in the very low category. There are no public sewers in the vicinity of the Sewers site. The EA website online Groundwater maps Ground Water does not highlight any flood risk No features are highlighted in the surrounding Infrastructure vicinity of the proposed development site as Failure causing any flood risk Table 1 Flood Risk Matrix Very Low Very Low Very Low to Low Very Low Very Low Very Low Assess Further 4.2 Fluvial Flood Risk The site is located within Flood Zone 1. This zone comprises land assessed as having less than a 1 in 1000 probability of tidal or river flooding in any one year. Inskip Brook runs to the south of the site some 350m away and is deemed a sufficient distance away from the site not to present a fluvial flood risk. Therefore, no further assessment is required. 4.3 Tidal Flood Risk Inskip is not within an area affected by coastal flooding as shown in the EA flood maps. The risk associated with this source of flooding is accordingly deemed to be very low to negligible and consequently, no further assessment is required. 4.4 Surface Water Flood Risk From inspection of the EA Risk of Flooding from Surface Water mapping, it would appear that there is a very low risk (less than 1 in 1000 [0.1%]) of surface water flooding affecting the majority of the site. However, the mapping shows that there is a low risk (between 1 in 1000 [0.1%] and 1 in 100 [1.0%]) of surface water flooding affecting the entrance to the northern site and also along the western boundary of the southern site An extract of the EA Surface Water Flood Map is included in Appendix B. Page 6

9 4.4.3 It should be noted that surface water flooding can be difficult to predict and occurs when rainwater does not drain away through the normal drainage systems or soaks into the ground but lies on or flows over ground instead. Surface water is therefore considered further in Section 5 of this report. 4.5 Drains and Sewer Flood Risk United Utilities (UU) sewer records, indicates that there are no public sewers in the vicinity of the proposed development sites. An extract from the public sewer record is attached in Appendix C No evidence of historical flooding at the site has been made available and, given that there are no public sewers in the vicinity, it is considered that there is a very low risk from drains and sewer flooding. Consequently, no further assessment is required. 4.6 Ground Water Flood Risk The EA Risk of Flooding from Groundwater mapping gives no indication that this source of flooding will impact on the site. Accordingly, no further assessment is considered necessary. 4.7 Infrastructure Failure Flood Risk The relevant EA mapping indicates that the risk of infrastructure failure is deemed to be negligible for the proposed redevelopment and, therefore, no further assessment is required in this regard. 4.8 Review of Local Guidance Documents Wyre Catchment Flood Management Plans (CFMP) Review of the Wyre CFMP (Dec 2009) show no specific reference to Inskip as being affected by flooding. Local Strategic (SFRA) Wyre Borough Council undertook a SFRA in April A Review of this SFRA showed no specific reference to Inskip as having flooding problems. Page 7

10 5. Surface Water Drainage Strategy 5.1. The Environment Agency state that in order to demonstrate that the development is of low risk the FRA should show: That it will be feasible to balance surface water run-off to the Greenfield run-off rate for all events up to the 1 in 100 year storm (including a 30% allowance for climate change) and set out how this will be achieved. How sustainable drainage techniques (SuDS) will be used with any obstacles to their use clearly justified The primary flood risk generated by the new development is most likely to be the risk posed to by surface water runoff The surface water drainage arrangements for any development site should aspire to be such that the volumes and peak flow rates of surface water leaving a developed site are no greater than the rates prior to the proposed development For new development, it may be necessary to provide surface water storage and/or infiltration to limit and reduce both the peak rate of discharge from the site and the total volume discharged from the site The Environment Agency require that, for the range of annual flow rate probabilities, up to and including the 1% annual probability (1 in 100 year event) the developed rate of runoff into a watercourse should be no greater than the undeveloped rate of run-off for the same event. (In the case of brownfield sites, drainage proposals will be measured against the existing performance of the site). Water Authorities take a similar approach to that of the Environment Agency, however they ask that flows be restricted to include up to the 3.33% annual probability (1 in 30 year event), whilst demonstrating that the 1 in 100 year event does not pose a threat to the locality (known as designing for exceedance) Climate change (CC) will be taken into account by increasing the rainfall intensity by 30% in line with Environment Agency best practice guidelines. Page 8

11 6. Existing Site Drainage & Hydrology 6.1. As previously discussed, the development site currently comprises grassed areas. Therefore, for the purpose of surface water drainage calculations the site will be treated as greenfield Existing site area 30,000sqm (19,000 sqm for site 1) (11,000 sqm for site 2) 6.3. The aerial photos included show the existing greenfield sites. Both sites are currently used for agricultural use. Site 1 has no evidence of drainage although the site topography falls gently to the south west Site 2 has a shallow ditch on the western boundary which helps convey surface water from the site to the south and the watercourse illustrated on Figure 3. The ditch is within the applicant s ownership It is noted that the residential development on adjacent land immediately to the east of Site 2, is currently under construction. As part of this development it is proposed to provide a surface water sewer from the site to the watercourse running to the south as illustrated on the plan reproduced in Appendix D. Page 9

12 7. Consideration of Sustainable Drainage Systems 7.1. There are a number of options for the provision of surface water drainage for the proposed development The first option to be considered for surface water disposal for all proposed development must be infiltration into the ground. Even when there are alternative sewer connections or watercourses available infiltration must still be utilised unless it is proved to be unfeasible. Normally to identify the suitability of the ground for infiltration, percolation testing is carried out to calculate the soil s infiltration potential. Where the underlying soil conditions are relatively impermeable, for example clay, the infiltration rate may be too low for soakaways to be designed to adequately cope with large storm events from the entire site Percolations tests on both sites were undertaken on 29th February 2016, the results of which are included at Appendix E. Six test pits were excavated, three pits per site. In all but one (pit 2) the tests were terminated due to a lack of infiltration. In pit 2, the test was completed albeit with a very low infiltration rate (1.85x10-2 m/hr) This is consistent with the BGS mapping (Section 2) which indicates that it would be highly unlikely that infiltration would be appropriate at this site This is also supported upon review of online Soilscapes Mapping which indicates the soil is Slowly permeable seasonally wet slightly acid but base-rich loamy and clayey soils with Impeded Drainage It is therefore considered that soakaways will not be a viable option for dealing with surface water from the site As the next logical preferred hierarchical solution for dealing with surface water run-off from a development is to a watercourse, for the purposes of this report it is assumed that surface water will be discharged to the watercourse running to the south of the site. As noted previously, the adhacent development currently being constructed includes the construction of a surface water sewer to this watercourse (see Appendix D) which could also be utilised by this development In order to prevent an increase in flood risk to adjacent land and downstream of the site it will be necessary to restrict the surface water discharge from the development to the equivalent QBAR greenfield run-off rate from the site (mean annual greenfield peak flow). The SuDS Manual recommends the use of Report No.124 Flood estimation for small catchments, Institute of Hydrology for catchments smaller than 50 hectares. The total site area of the development sites is circa 3 ha Given that this is an outline application, the Environment Agency standard advice is to calculate the existing greenfield run-off from the entire developable site. HR Wallingford Greenfield runoff estimation tool has been used to calculate this figure. The results and output are included within Appendix F. The calculated QBAR rate is 21.42l/s. The sites drainage strategy should therefore be developed to ensure that a maximum final discharge rate of 21.42l/s is not exceeded. Page 10

13 7.10. When calculating the final allowable discharge rate from the site s impermeable areas it is important that the QBAR rate is based solely on the proposed impermeable area introduced to the site, not the entire site as the other areas of internal landscaping, gardens and porous pavement within the development will still contribute to the total surface water run-off Whilst taking cognisance of the outline planning stage of the application, an assessment has been made of the impermeable areas associated with the proposed development. It will be necessary to readdress these calculations once a final site layout has been agreed. However, for the purpose of this report, this approach is considered sensible and should enable the identification of a deliverable, viable and sustainable solution The impermeable areas have been calculated as shown below. It is assumed at this stage that all private driveways will be of a porous construction and will therefore not contribute to the positively drained system. The areas are summarised in Table 2 below. Area (m 2 ) Total Developable Area 30,000 Buildings 6,570 Roads (incl footways) 2,820 Total Impermeable 9,390 Table 2: Impermeable Areas Existing greenfield run-off rates and subsequent attenuation requirements will be calculated for these areas. The results and output are also included in Appendix F, with the predicted rates summarised in Table 3 below. Page 11

14 Event Existing Run-off (litres/sec) Area 9,390 m 2 QBAR in 30 yr in 100 yr Table 3: Greenfield run-off rates Accordingly, it is proposed that the surface water flows from the site s positively drained areas be restricted to the equivalent QBAR rate of 6.73/s The Draft National Standards for Sustainable Drainage Systems cover the whole range of sustainable approaches to surface water drainage management including: source control measures including rainwater recycling and drainage. infiltration devices to allow water to soak into ground, that can include individual soakaways and communal facilities. filter strips and swales, which are vegetated features that hold and drain water downhill mimicking natural drainage patterns. filter drains and porous pavements to allow rainwater and run-off to infiltrate into permeable material below ground and provide storage if needed. basins and ponds to hold excess water after rain and allow controlled discharge that avoids flooding, and underground storage to hold excess water after rain and allow controlled discharge that avoids flooding Each of the six SuDS approaches listed above are discussed below with reference to their suitability for the proposed development. SuDS Group Technique Likely to be suitable? Notes Source Control Rainwater Harvesting Yes Could not feasibly accommodate the full volume of runoff created by the proposed development but would work alongside any SuDS system. Rainwater butts can also be used to reduce run-off and water use. Infiltration Devices Permeable Paving Possibly Certainly an option for private parking areas and possibly roads. Could be used in conjunction with swales. Page 12

15 SuDS Group Technique Likely to be suitable? Notes Infiltration trenches and basins Unlikely Unlikely to be a viable but could be used to slow the movement of water down and deal with some run-off at source. Further investigation required Soakaways No Percolation tests show that this is not a viable option. Filtration Open Swales Yes Use for attenuation, evaporation, water quality and slowing water movement down. Filter Strips Possibly Could be used to slow the movement of water down and subject to further investigation dealing with run-off at source Retention/ Detention Basin / Ponds Yes Suitable for controlling discharge to watercourse via a piped outfall, evaporation and treatment of run-off. Adoption and future maintenance should be discussed with Sewerage Undertaker and/or SuDS Approving Body. Underground Storage SuDS Techniques Review Culverts / Tanks / Oversized Pipes Yes Suitable for controlling discharge to watercourse or sewer via a piped outfall Adoption and future maintenance should be discussed with Sewerage Undertaker and/or SuDS Approving Body. Page 13

16 8. Proposed Drainage Strategy Surface Water 8.1. As previously discussed, percolation tests have shown that infiltration is not viable for dealing with surface water discharge on the site. It is proposed that surface water drainage from the development will be discharged into the local watercourse to the south of the sites 8.2. It is important when designing drainage systems for new developments that a scheme be considered to deal with the first 5mm of rainfall to hit the site. Around 50% of rainfall events are less than 5mm and cause no measurable runoff from greenfield areas into receiving waters. In contrast, runoff from a development takes place for virtually every rainfall event. This difference means that watercourses receive frequent discharges with potentially polluted wash off from urban surfaces (hydrocarbons, suspended solids, metals etc). Replication of the greenfield runoff from small events will result in many fewer polluted discharges so limiting the possibly damaging impact on the receiving environment. This concept is known as interception and the volume of rainfall storage required to replicate the greenfield phenomena is known as Interception Storage Interception Storage, to prevent any runoff from rainfall depths up to 5mm, should therefore be provided. Certain SuDS features such as Swales and Pervious Pavements can provide runoff characteristics that reflect this behaviour depending on their design. These will be considered and designed in to the proposed layout at detailed design stage once final volumes are calculated. An estimation of the Interception storage requirements for the outline proposal is included within the calculations contained within Appendix F (37.6m 3 ). Rainwater harvesting is also an effective means of attaining the volume requirements and will also be considered as appropriate in tandem with the above techniques Above and beyond the Interception Storage requirements there are the more intense storms to consider. Attenuation will be required within the system to accommodate the volume of surface water created by restricting the outfall rates to the existing calculated 6.73 l/s equivalent There are a number of options available for attenuating the proposed flows from the development. The storage could be in the form of underground tanks or via detention/retention basins or possibly a combination of both. At detailed design the scheme will be progressed following guidance outlined within the SuDS Manual A proposed outline drainage strategy, rather than a final solution, has been prepared which will be taken forward to detailed design following a successful application The outline proposal seeks to utilise the existing features of the site(s) such as the ditchline in site 2 which ultimately outfalls into the watercourse to the south. Site 1 would be able to utilise the proposed open space in the western portion of the site to attenuate flows prior to outfalling into a new culvert linking the two parcels of land beneath Preston Road. Attenuation could be achieved through a combination of online piped/crate storage or pond areas. As an alternative to the ditch outfall to the watercourse, the piped surface water sewer to be constructed as part of the adjacent approved development could be utilised. Page 14

17 8.8. As previously mentioned, all SuDS techniques will be fully appraised at detailed design stage when the final site layout is confirmed, however this section of the report simply stands to ensure a sustainable solution is theoretically deliverable and the approach set out above clearly demonstrates that this is, in fact, the case In calculating the proposed run-off at this stage, to ensure robustness, we have assumed the following:- No infiltration If this was available then it would significantly reduce surface water run-off from the site. No Rainwater Harvesting / Water Butts Suitably designed rainwater harvesting tanks can significantly reduce the volume of run-off and form an integral part of the attenuated system. A carefully designed system may ensure that no run-off from roof areas is experienced up to the 1 in 1 yr event. No storage within swales Swales have a combined advantage of providing a volume of storage, slowing the rate at which water enters the downstream system and providing a certain amount of infiltration into the ground Within the analysis it has also been assumed that 100% of the rainwater falling on the proposed impermeable areas enters the system. It is therefore considered that the analysis undertaken is robust In order to comply with Environment Agency and former Code for Sustainable Homes requirements, peak rates of run-off will be restricted to the existing greenfield run-off rate and storage will be provided up to and including the 1 in 100yr storm event plus an allowance of 30% increase for climatic change. This is above and beyond the requirements of a United Utilities adopted drainage system which requires storage up to and including the 1 in 30yr storm event. Flows would be restricted upstream of the outfall in to the ordinary watercourse through the use of hydrobrake or other floe control device HR Wallingford Surface Water Storage Requirements for Sites has been used to calculate the various predicted attenuation requirements and included within Appendix F. The results are combined and illustrated in Table 4 below. Page 15

18 QBAR Storm 1 in 30yr Storm * 1 in 100yr Storm * Existing Run-Off (l/s) 6.73 l/s l/s l/s Run-off Restriction max 6.73 l/s Proposed Run-Off (l/s) 6.73 l/s 6.73 l/s 6.73 l/s Run-off Rate Reduction Compared to Existing +/ l/s l/s l/s Interception Storage 37.6 m 3 Total Storage Required 575 m 3 Table 4: Existing & Proposed Run-off & Attenuation Requirements ( * Proposed Run-off Rates include an increase of 30% climatic change allowance) What the above table shows is that by restricting proposed run-off rates to the existing QBAR Greenfield run-off rates, there are benefits to the run-off rates experienced during more severe storm events It is generally accepted that surface water systems are designed to accommodate the 1 in 30yr + cc event and anything above and beyond that could be allowed to flood the system. This is known as designing for exceedance. At detailed design it may be possible to arrange the layout so that flood waters above and beyond the 1 in 30yr storage requirement are directed to and maintained within landscaped areas, carriageways and parking areas and route water away from property thresholds both on and surrounding the site. If this is not achievable then it will be necessary to accommodate the full 575m 3 within the drainage network It is also important to note that this system takes no account of the peripheral storage that will be available within the remainder of the proposed drainage network and therefore, the storage attenuation requirements will inevitably be less. Maintenance of proposed SuDS systems It is important during any development process to consider the long term maintenance of the proposed drainage system. The way this is processed will largely depend on how the system is taken forward at detailed design. The more traditional non-suds route would be to have the system offered up for adoption though the local Water Authority, where they would take on responsibility for the maintenance of the drainage network. However, this is not the case with SuDS The SuDS will be reviewed and approved by the Local Planning Authority (LPA) in consultation with the Lead Local Flood Authority (LLFA) to ensure it meets the relevant Page 16

19 standards. Although approved by both the LPA and the LLFA the SuDS would remain private and be maintained and managed by a private management company in accordance with the SuDS management plan. This plan could also be secured through planning condition or legal agreement It has therefore been demonstrated that a SuDS solution that meets with the requirements of current legislation is deliverable within the constraints of the site and will ensure that flood risk both on and off site will not be exacerbated. Page 17

20 9 Summary and Conclusion The Site Flood Category Sequential Test Exception Test Flood Risk Flood Risk Mitigation Geological Layers Environmental Impacts Surface Water Drainage The proposed residential development will include the construction of 557 residential properties and a shop/café/bistro. The site is located in Flood Zone 1 with an annual probability of river flooding of 1 in 1000 (<0.1%) With reference to Table 2 from PPG, a development consisting of Buildings used for dwelling houses fall within the More Vulnerable category. Buildings used for shops,resturants and cafes fall within the Less Vulnerable" category. From the EA flood zones maps, the site is identified as being in Flood Zone 1 Table 3 of PPG indicates where the proposed land is Less Vulnerable, development is appropriate for Flood Zone 1. Therefore the Sequential Test is not required. Table 3 of PPG indicates that the proposed land use is Less Vulnerable, and such development is considered appropriate in Flood Zone 1 - the Exception Test is therefore not required. Fluvial Very Low Tidal Very Low Surface Water Very Low to Low on the site. Sewers Very Low Ground Water Very Low Infrastructure Failure Very Low None required Sustainable surface water drainage solution is achievable. The site s geology is likely to have a low to very low permeability and consequently soakaways are unlikely to be feasible. This is confirmed by the percolation testing undertaken. The site is not located in any of the following: Ground Source Protect Zone Site with Specific Scientific Interest (SSSI) & Conservation area A SuDS solution is deliverable within the constraints of the site which will ensure that there is no increase in surface water run-off during peak storm events. As set out in this report, there is not a material flood risk attributable to the proposed re-development and the drainage strategy outlined above demonstrates that a viable sustainable drainage solution is achievable within the constraints of the site. Detailed design of the system following a successful planning application and final scheme layout can be delivered to meet with NPPF/PPG, Environment Agency, Local Authority and United Utilities requirements. Page 18

21 Figures & Drawings Page 19

22 N Site 1 Site 2 Crown Copyright. All rights reserved. Licence number AL PSA Design The Old Bank House 6 Berry Lane, Longridge Preston, PR3 3JA Tel Client Job Title Metacre Ltd Preston Road, Inskip Phase 2 Site Outlines Drawn Checked Approved SC Date Scale Feb-2016 NTS Drawing No. Rev Fig 1

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24 N Site 1 Site 2 Crown Copyright. All rights reserved. Licence number AL PSA Design The Old Bank House 6 Berry Lane, Longridge Preston, PR3 3JA Tel Client Job Title Metacre Ltd Preston Road, Inskip Phase 2 Watercourse Overview Map Drawn Checked Approved SC Date Scale Feb-2016 NTS Drawing No. Rev Fig 3

25 Appendix A EA River & Sea Flood Map Page 20

26 PSA Design The Old Bank House 6 Berry Lane, Longridge Preston, PR3 3JA Tel Client Job Title Metacre Ltd Preston Road, Inskip Phase 2 Environment Agency Extract Flooding from Sea or River Drawn Checked Approved SC Date Scale Feb-2016 NTS Drawing No. Rev

27 Appendix B EA Surface Water Flood Map Page 21

28 PSA Design The Old Bank House 6 Berry Lane, Longridge Preston, PR3 3JA Tel Client Job Title Metacre Ltd Preston Road, Inskip Phase 2 Environment Agency Extract Flooding from Surface Water Drawn Checked Approved SC Date Scale Feb-2016 NTS Drawing No. Rev

29 Appendix C Public Sewer Records Page 22

30 PSA Design The Old Bank House 6 Berry Lane, Longridge Preston, PR3 3JA Tel Client Job Title Metacre Ltd Preston Road, Inskip Phase 2 United Utilities Services Map Drawn Checked Approved SC Date Scale Feb-2016 NTS Drawing No. Rev

31 Appendix D Adjacent Site Drainage Connections Page 23

32 SITE Proposed Off-Site Surface Water Sewer to connect into Existing Culverted Watercourse. Proposed Off-Site Foul Sewer. (Exact line to be agreed). Proposed Connection to Manhole 4501 in Sunningdale Place. North Point Quality Ass. UKAS 005 Quality Assurance ISO 9001:2008 SGS Certificate GB02/54539 Project Client Title IronsideFarrar EnvironmentalConsultants EnvironmentalPlanners CivilEngineers LandscapeArchitects GraphicDesign 3 Worsley Court MANCHESTER M28 3NJ Tel Fax manchester@ironsidefarrar.com EDINBURGH BELLSHILL Original Size Copyright Acknowledgement Drawn Checked By Drawing No. Ordnace Survey Crown Copyright. All rights reserved. Licence No. AL Date Scale Revision

33 Appendix E Percolation Test Results Page 24

34 PIT 1 PIT 3 Test pit abandoned due to sides collapsing PIT 4 PIT 2 PIT 6 PIT 5 Crown Copyright. All rights reserved. Licence number AL Each test pit showed dense silt/clay levels early into the excavations and impeding soils. There was minimal gravel or boulder content in the excavation material to assist with infiltration. As shown in some pictures, water content in the excavations was prior to any testing took place PSA Design The Old Bank House 6 Berry Lane, Longridge Preston, PR3 3JA Tel Client Job Title Metacre Ltd Preston Road, Inskip Phase 2 Site Outlines with Percolation test locations Drawn Checked Approved SC Date Scale 01-MAR-2016 NTS Drawing No. Rev

35 Percolation Test Site Preston Road, Inskip Date 29th Feb 2016 Time(test begins) 1.30pm Hole ID 1 Calculation of Infiltration Rate Run No. 1 Weather Conditions overcast, cloudy and cold Elapsed time (minutes) Depth to water (m) Dimensions of hole (m) length breadth depth Water Level (mbgl) Time(m) % full (D25) % full % full (D75) Pit Analysis (m 3 ) Internal Surface Area a p Time t p75-25 (secs) Effective Depth (m) Infiltration Rate m/sec E+00 m/hr 0.80 Time (mins) Depth to Water (m) Remarks: Test abandoned due to lack of infiltration PSA Design Consulting Engineers, The Old Bank House, 6 Berry Lane, Longridge, Preston, Lancashire, PR3 3JA Tel mail@psadesign.co.uk Website.

36 Percolation Test Site Preston Road, Inskip Date 29th Feb 2016 Time(test begins) 1.40pm Hole ID 2 Calculation of Infiltration Rate Run No. 1 Weather Conditions overcast, cloudy and cold Elapsed time (minutes) Depth to water (m) Dimensions of hole (m) length breadth depth Water Level (mbgl) Time(m) % full (D25) % full % full (D75) Pit Analysis Eff Vol V p75-25 (m 3 ) Internal Surface Area a p Time t p75-25 (secs) Effective Depth (m) Infiltration Rate 5.15E-06 m/sec 1.85E-02 m/hr Time (mins) Depth to Water (m) Remarks: PSA Design Consulting Engineers, The Old Bank House, 6 Berry Lane, Longridge, Preston, Lancashire, PR3 3JA Tel mail@psadesign.co.uk Website.

37 Percolation Test Site Preston Road, Inskip Date 29th Feb 2016 Time(test begins) 1.50pm Hole ID 3 Calculation of Infiltration Rate Run No. 1 Weather Conditions overcast, cloudy and cold Elapsed time (minutes) Depth to water (m) Dimensions of hole (m) length breadth depth Water Level (mbgl) Time(m) % full (D25) % full % full (D75) Pit Analysis Eff Vol V p75-25 (m 3 ) Internal Surface Area a p Time t p75-25 (secs) Effective Depth (m) Infiltration Rate m/sec E+00 m/hr Depth to Water (m) Time (mins) Remarks: Test abandoned due to lack of infiltration PSA Design Consulting Engineers, The Old Bank House, 6 Berry Lane, Longridge, Preston, Lancashire, PR3 3JA Tel mail@psadesign.co.uk Website.

38 Percolation Test Site Preston Road, Inskip Date 29th Feb 2016 Time(test begins) 1.05pm Hole ID 4 Calculation of Infiltration Rate Run No. 1 Weather Conditions overcast, cloudy and cold Elapsed time (minutes) Depth to water (m) Dimensions of hole (m) length breadth depth Water Level (mbgl) Time(m) % full (D25) % full % full (D75) Pit Analysis Eff Vol V p75-25 (m 3 ) Internal Surface Area a p Time t p75-25 (secs) Effective Depth (m) Infiltration Rate m/sec E+00 m/hr Depth to Water (m) Time (mins) Remarks: Test abandoned due to lack of infiltration PSA Design Consulting Engineers, The Old Bank House, 6 Berry Lane, Longridge, Preston, Lancashire, PR3 3JA Tel mail@psadesign.co.uk Website.

39 Percolation Test Site Preston Road, Inskip Date 29th Feb 2016 Time(test begins) 1.00pm Hole ID 5 Calculation of Infiltration Rate Run No. 1 Weather Conditions overcast, cloudy and cold Elapsed time (minutes) Depth to water (m) Dimensions of hole (m) length breadth depth Water Level (mbgl) Time(m) % full (D25) % full % full (D75) Pit Analysis Eff Vol V p75-25 (m 3 ) Internal Surface Area a p Time t p75-25 (secs) Effective Depth (m) Infiltration Rate m/sec 0.00E+00 m/hr Depth to Water (m) Time (mins) Remarks: Test abandoned due to lack of infiltration PSA Design Consulting Engineers, The Old Bank House, 6 Berry Lane, Longridge, Preston, Lancashire, PR3 3JA Tel mail@psadesign.co.uk Website.

40 Percolation Test Site Preston Road, Inskip Date 29th Feb 2016 Time(test begins) 1.20pm Hole ID 6 Calculation of Infiltration Rate Run No. 1 Weather Conditions overcast, cloudy and cold Elapsed time (minutes) Depth to water (m) Dimensions of hole (m) length breadth depth Water Level (mbgl) Time(m) % full (D25) % full % full (D75) Pit Analysis Eff Vol V p75-25 (m 3 ) Internal Surface Area a p Time t p75-25 (secs) Effective Depth (m) Infiltration Rate m/sec E+00 m/hr Depth to Water (m) Time (mins) Remarks: Test abandoned due to lack of infiltration PSA Design Consulting Engineers, The Old Bank House, 6 Berry Lane, Longridge, Preston, Lancashire, PR3 3JA Tel mail@psadesign.co.uk Website.

41 Appendix F HR Wallingford Greenfield and Storage Calculations Page 25

42 Greenfield runoff estimation for sites Site name: Preston Road - Phase 2 Site coordinates Site location: Inskip Latitude: N This is an estimation of the greenfield runoff rate limits that are needed to meet normal best practice criteria in line with Environment Agency guidance Preliminary rainfall runoff management for developments, W5-074/A/TR1/1 rev. E (2012) and the CIRIA SUDS Manual (2007). It is not to be used for detailed design of drainage systems. It is recommended that every drainage scheme uses hydraulic modelling software to finalise volume requirements and design details before drawings are produced. Longitude: Reference: Date: W gctfrb3jzh1f / 3 4 Mar 2016 Site characteristics Total site area 3 ha Significant public open space 0 ha Area positively drained 3 ha Methodology Greenfield runoff method IH124 Qbar estimation method SPR estimation method SOIL type HOST class SPR Calculate from SPR and SAAR Calculate from SOIL type 4 N/A 0.47 Hydrological characteristics Default Edited SAAR mm M5-60 Rainfall Depth mm r Ratio M5-60/M5-2 day FEH/FSR conversion factor Hydrological region Growth curve factor: 1 year Growth curve factor: 10 year Growth curve factor: 30 year Growth curve factor: 100 year Greenfield runoff rates Qbar 1 in 1 year l/s 1 in 30 years l/s 1 in 100 years l/s Please note that a minimum flow of 5 l/s applies to any site Default Edited l/s HR Wallingford Ltd, the Environment Agency and any local authority are not liable for the performance of a drainage scheme which is based upon the output of this report.

43 Surface water storage requirements for sites Site name: Preston Road - Phase 2 Site coordinates Site location: Inskip Latitude: N This is an estimation of the storage volume requirements that are needed to meet normal best practice criteria in line with Environment Agency guidance Preliminary rainfall runoff management for developments, W5-074/A/TR1/1 rev. E (2012) and the CIRIA SUDS Manual (2007). It is not to be used for detailed design of drainage systems. It is recommended that every drainage scheme uses hydraulic modelling software to finalise volume requirements and design details before drawings are produced. Longitude: Reference: Date: W gctfrb3nuvwu / Mar 2016 Site characteristics Total site area Significant public open space Area positively drained Impermeable area Percentage of drained area that is impermeable Impervious area drained via infiltration Return period for infiltration system design Impervious area drained to rainwater harvesting systems Return period for rainwater harvesting system design Compliance factor for rainwater harvesting system design Net site area for storage volume design Methodology Greenfield runoff method Volume control approach Qbar estimation method SPR estimation method SOIL type HOST class SPR IH Use Long Term Storage Calculate from SOIL type ha ha ha ha % ha year ha year % ha Calculate from SPR and SAAR 4 N/A Hydrological characteristics Default Edited SAAR mm M5-60 Rainfall Depth mm r Ratio M5-60/M5-2 day FEH/FSR conversion factor Hydrological region Growth curve factor: 1 year Growth curve factor: 10 year Growth curve factor: 30 year Growth curve factor: 100 year Design criteria Climate change allowance factor Urban creep allowance factor Interception rainfall depth mm Greenfield runoff rates Default Edited Qbar l/s 1 in 1 year l/s 1 in 30 years l/s 1 in 100 years l/s Please note that a minimum flow of 5 l/s applies to any site Estimated storage volumes Default Edited Interception storage m 3 Attenuation storage m 3 Long term storage m 3 Treatment storage m 3 Total storage m 3 HR Wallingford Ltd, the Environment Agency and any local authority are not liable for the performance of a drainage scheme which is based upon the output of this report.

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