The Former Bankwood Mill Charlesworth Flood Risk

THE FORMER BANKWOOD MILL CHARLESWORTH

FLOOD RISK ASSESSMENT

For

Loxley Homes, Manor Street, Audenshaw, Manchester, M34 5JG

DECEMBER 2017

The Former Bankwood Mill, Charlesworth Flood Risk Assessment

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THE FORMER BANKWOOD MILL CHARLESWORTH

FLOOD RISK ASSESSMENT

Document Tracking Sheet Document Reference: HYD118_THE.FORMER.BANKWOOD.MILL_FRA Revision: 3.0 Date of Issue: 6TH JUNE 2016 Report Status: FINAL

Prepared by: ______Megan Berry BSc (Hons) Graduate Flood Risk Analyst

______Kirsty Williams BSc (Hons) Flood Risk Analyst

Checked by: ______Dominic Kearney BEng (Hons) MSc PhD Principal Hydraulic Analyst

Authorised by: ______Richard Nicholas BEng (Hons) MBA Director

Revision History: Rev.: Date: Status: Prepared by: Checked by: Issued by: 3.0 13.12.2017 FINAL MB DK MB 2.0 06.06.2016 FINAL KW DK KW 1.0 12.05.2016 FINAL KW DK KW 0 0.9.05.2016 DRAFT KW DK KW

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EXECUTIVE SUMMARY This Flood Risk Assessment was commissioned by Loxley Homes, referred to hereafter as ‘the client’. This FRA has been prepared to support a planning application for the construction of 2no. residential dwellings on the former Bankwood Mill site in Charlesworth. The site is approximately 0.466ha in size and is located within Flood Zone 1. The proposals are ‘residential’ in nature and as such classified as ‘more vulnerable’ in Table 2: Flood Risk Vulnerability Classification within the Planning Policy Guidance (PPG). This nature of development is confirmed to be appropriate within Flood Zone 1, providing there is no increase in flood risk elsewhere.

This Flood Risk Assessment has reviewed all sources of flood risk to both the proposed development and to the existing adjacent development as a result of the proposals, including; fluvial, tidal, pluvial, groundwater, sewers and flooding from artificial sources. The development is accessible for emergency access and egress during times of extreme flooding as the floodplain does not extend into the proposed development area.

An Internet based search for flooding events did not identify any historical flooding to the immediate site, including review of the relevant publications. Furthermore consultation with various interested parties furthermore failed to highlight any historical flooding to the proposed development area.

The development will be within Flood Zone 1, however in accordance with the EAs standard requirements it is advised that Finished Floor Levels (FFL) be set a minimum of 600mm above the 1% AEP (1 in 100 year) event with an allowance for climate change due to the close proximity of the Main River.

Based on the available water levels, nearest to the site, during the 1% AEP+CC (116.04mAOD) the proposed Finished Floor Level onsite will be a minimum 116.64mAOD. As the existing levels onsite are considered to be at least 2.26m above the EAs minimum FFL therefore it is more likely that the FFLs onsite will be based on other engineering constraints rather than the requirements of the EA.

Opportunities should be taken to provide soft landscaping where at all possible on site to assist in minimising surface water run-off, furthermore depending on the scale of the proposals there may be the opportunity to incorporate SuDS methods such as swales, rills, permeable paving and bio-retention area(s) to provide a degree of treatment before flows are carried offsite. Although this should be confirmed through detailed drainage design for the scheme.

The proposed onsite surface water drainage system will need to be sized to prevent overland run- off offsite from storm events up to and including the 100 year return period storm event with an allowance for climate change. Based on the design life this allowance for Climate Change is in the form of a 40% and 20% increase in rainfall intensity.

This report has been prepared in consultation with the relevant interested parties and incorporates their comments where possible. The Flood Risk Assessment and Drainage Management Strategy is considered to be commensurate with the development proposals and in summary, the development can be considered appropriate in accordance with the NPPF.

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CONTENTS Document Tracking Sheet ...... iii

EXECUTIVE SUMMARY ...... v Figures & Tables...... viii Specialist Software ...... viii Abbreviations & Acronyms ...... ix

1.0 INTRODUCTION ...... 11 1.1 Planning Policy Context ...... 11 1.2 Site Context ...... 11 1.3 Consultation ...... 11

2.0 EXISTING SITE LOCATION ...... 13 2.1 Location ...... 13 2.2 Existing and Historical Land Use ...... 13 2.3 Topography ...... 13

3.0 DEVELOPMENT PROPOSALS...... 15 3.1 Nature of the development ...... 15

4.0 SOURCES OF FLOOD RISK ...... 16 4.1 Fluvial and Tidal Flood Risk ...... 16 4.2 Flood Risk Vulnerability Classification and Flood Zone Compatibility ...... 18 4.3 Surface Water Flood Risk ...... 18 Pluvial (Overland run-off) Flood Risk ...... 19 Sewer Flood Risk ...... 19 4.4 Groundwater Flood Risk ...... 20 4.5 Artificial Sources of Flood Risk ...... 20 Reservoirs ...... 21 Canals ...... 22 4.6 Historical and Anecdotal Flooding Information ...... 22 4.7 Flood Risk Mitigation Measures & Residual Risks ...... 22 Mitigation Measures ...... 22 Residual Risks ...... 23

5.0 SURFACE WATER MANAGEMENT ...... 24 5.1 Methods of Surface Water Management ...... 24 5.2 Sustainable Drainage Systems (SuDS) ...... 24 5.3 Climate Change ...... 25

7.0 SUMMARY AND CONCLUSIONS ...... 27

8.0 RECOMMENDATIONS ...... 28

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BIBLIOGRAPHY & REFERENCES ...... 29 Web-based References ...... 29

APPENDIX A: LOCATION PLAN ...... 31 APPENDIX B: LEVELS INFORMATION ...... 33 APPENDIX C: PROPOSED PLANNING LAYOUT ...... 34 APPENDIX D: EA INFORMATION & CORRESPONDENCE ...... 35 APPENDIX E: FEH CATCHMENT DATA & DESCRIPTIONS ...... 36 APPENDIX F: NPPF EXTRACTS ...... 37 APPENDIX G: UU SEWER RECORDS & CORRESPONDENCE ...... 38 APPENDIX H: LPA/LLFA CORRESPONDENCE ...... 39 APPENDIX I: PFRA/SFRA INFORMATION ...... 40 APPENDIX J: TYPICAL SUDS DETAILS ...... 41 APPENDIX K: IMPERMEABLE AREAS PLAN ...... 42 APPENDIX L: OVERLAND FLOOD FLOW ROUTING ...... 43 APPENDIX M: FLOODPLAIN EXTENTS PLAN...... 44 APPENDIX N: NOTES OF LIMITATIONS ...... 45

Figures & Tables Figure 1: Aerial Photograph of site (Bing Maps 2016) ...... 13 Figure 2: General Topographic Fall Overlay (Bing Maps 2016) ...... 14 Figure 3: Planning Layout (Loxley Homes 2016) ...... 15 Figure 4: Fluvial/Tidal Flood Zone Map Extract (Environment Agency 2014) ...... 16 Figure 5: Floodplain Extents Plan extract (Betts Hydro 2016) ...... 17 Figure 6: Surface Water Flood Map Extract (Environment Agency 2016) ...... 18 Table 1: Designated Reservoirs Nearest To Site (Environment Agency 2016) ...... 21 Figure 7: SuDS Photographs (SusDrain 2012) ...... 25 Table 2: Change to Extreme Rainfall Intensity (Environment Agency 2016) ...... 26

Specialist Software Flood Estimation Handbook FEH CD-ROM (v.3.0) – Determination of Catchment Descriptors and depths of rainfall.

MicroDrainage WinDES (v.14.1) – Calculation of Greenfield run-off rates IH124/ICP- SUDS, Greenfield run-off volumes, rates of rainfall and stormwater storage estimates.

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Abbreviations & Acronyms AEP Annual Exceedance Probability BGL Below Ground Level BGS British Geological Survey CC Climate Change CEC Cheshire East Council EA Environment Agency FEH Flood Estimation Handbook FRA Flood Risk Assessment FRMS Flood Risk Management Strategy Report FZ Flood Zone Ha Hectare IDB Internal Drainage Board LDP Local Development Plan LLFA Lead Local Flood Authority LPA Local Planning Authority mAOD Metres Above Ordnance Datum NGR National Grid Reference NPPF National Planning Policy Framework NSRI National Soil Resources Institute OS Ordnance Survey PFRA Preliminary Flood Risk Assessment PPS Planning Policy Statement QSE Quick Storage Estimate QBAR Mean Annual Flood SFRA Strategic Flood Risk Assessment SuDS Sustainable Drainage Systems TWL Top Water Level UKCIP United Kingdom Climate Impacts Programme UU United Utilities

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1.0 INTRODUCTION

1.1 Planning Policy Context 1.1.1 All forms of flooding and their impact on the natural and built environment are material planning considerations. The National Planning Policy Framework (NPPF) sets out the Government’s objectives for the planning system and how planning should facilitate and promote sustainable patterns of development, avoiding flood risk and accommodating the impacts of climate change.

1.1.2 Government policy with respect to development in flood risk areas is contained within the NPPF and the supporting Planning Policy Guidance (refer to extracts in Appendix F).

1.1.3 This Flood Risk Assessment has been completed in accordance with NPPF/NPPG to review all sources of flood risk both to and from the proposed development. The proposals are considered to be solely ‘residential’ in nature and as such is classified as ‘more vulnerable’ in Table 2: Flood Risk Vulnerability Classification within the Technical Guidance to the National Planning Policy Framework. The NPPG confirms that this type of land use is appropriate for Flood Zone 1, providing there is no increase in flood risk elsewhere due to the proposals.

1.2 Site Context 1.2.1 This Flood Risk Assessment has been prepared to support a planning application for the construction of a residential development (comprising of two units) on the Bankwood Mill Site in Charlesworth. The proposals are to be complete with access road, car parking, external works and lighting, landscaping, boundary walls and fencing, external services and drainage.

1.2.2 The proposed development site is currently predominantly impermeable and is located in close proximity of the River Etherow which is the reasoning for this Flood Risk Assessment. The site is approximately 0.466ha in size and is to be located wholly within Flood Zone 1.

1.3 Consultation 1.3.1 The key interested parties are Derbyshire County Council (DCC), High Peak Borough Council (HPBC), the Environment Agency (EA) and United Utilities (UU). The NPPF advises that the LPA (Cheshire East Council) should consult with the Environment Agency who will provide advice and guidance on flood issues at a strategic level and in relation to planning applications.

1.3.2 The Environment Agency was contacted to discuss the nature and extent of information to be provided in this Flood Risk Assessment and for any background knowledge of flood risk specific to the site (correspondence is included in Appendix D).

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1.3.3 United Utilities Developer Services were contacted to discuss whether UU have any historical flooding issues in the area or any background knowledge on flood risk specific to the site (correspondence is included in Appendix G).

1.3.4 High Peak Borough Council and Derbyshire County Council were contacted to discuss the nature and extent of information to be provided in this FRA and for any background knowledge of flood risk specific to the site (correspondence is included in Appendix H).

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2.0 EXISTING SITE LOCATION

2.1 Location 2.1.1 This site is directly accessed off Long Lane in Charlesworth. The Ordnance Survey National Grid Reference (OS NGR) for the site is 400106 (Easting), 394178 (Northing) and the nearest postcode is SK13 5ER. The site location plan is shown in Appendix A.

2.1.2 The site is approximately 0.466ha in size and edged in red in Figure 1 (below). The site is bounded to the River Etherow with undeveloped land beyond, to the east by further undeveloped land, to the south by undeveloped land and to the west by the access road with the River Etherow beyond, as illustrated in Figure 1 (below).

Proposed Development Site Enhancement of Existing Features: Land Drainage/Ordinary Watercourses Main Rivers

Figure 1: Aerial Photograph of site (Bing Maps 2016) Aerial view of the proposed development area (edged in red).

2.2 Existing and Historical Land Use 2.2.1 The preparation of this report has identified that the development site is predominantly developed as illustrated in Figure 1 (above). The site comprises of the former Bankwood Mill building which has been partially demolished. No other historical uses have been determined during the preparation of this report and the site is considered to be 72% impermeable at present (See Appendix K).

2.3 Topography 2.3.1 The topography of site is understood to be fairly flat due to the existing land-use, however the proposed development site is considered to be raised relative to the adjacent Main River (Etherow). A topographic Survey has been provided and reviewed as part of this assessment, Figure 2 (on the subsequent page) illustrates the general topographic falls of the site (the full topographic survey is included in Appendix B).

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2.3.2 The existing ground levels onsite generally range from 120.4mAOD on the eastern boundary to 118.9mAOD on the northern boundary. The top of the River Bank is surveyed at approximately 115.4mAOD and is therefore over 3m lower than the existing onsite level.

Proposed Development Site

Topographic Fall (general) Enhancement of Existing Features: Land Drainage/Ordinary Watercourses Main Rivers

Figure 2: General Topographic Fall Overlay (Bing Maps 2016)

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3.0 DEVELOPMENT PROPOSALS

3.1 Nature of the development 3.1.1 This planning application is for the construction of a residential development on the former Bankwood Mill site in Charlesworth. An extract of the planning layout is shown in Figure 3 (below) and can be found in full in Appendix C. The proposals will be complete with access road, car parking, external works and lighting, landscaping, boundary walls and fencing, external services and drainage.

Figure 3: Planning Layout (Loxley Homes, 2017)

3.1.2 The total site is approximately 0.466ha and is considered to be 72% impermeable at present. In light of the nature and scale of the proposals, the post-development impermeable areas will likely decrease to approximately 40% (based on the proposals illustrated above).

3.1.3 The River Etherow is located to the north of the proposed development site and there will likley be the requirment to provide a maintenance easement in accordance with the Environment Agency’s requirements. In terms of maintenance easements, the EA’s requirement is to provide “a clear, undeveloped 8m strip adjacent to the route of any Main River” in order to allow maintenance in the future.

3.1.4 A further consideration will be the incorporation of at least two phases of water treatment (and SuDS where feasible) within the surface water management strategy in accordance with national policy.

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4.0 SOURCES OF FLOOD RISK

4.1 Fluvial and Tidal Flood Risk 4.1.1 Information relating to flood risk at the site has been obtained from the Environment Agency’s (EA) website and online Flood Map, an extract of which is shown in Figure 4 (below).

Legend: Proposed Development Site

Existing Features: Main Rivers

Flood Zone: Zone 2 Zone 3 Areas Benefitting From Defences

Figure 4: Fluvial/Tidal Flood Zone Map Extract (Environment Agency 2016)

4.1.2 The River Etherow is meanders the north/north-western boundary of the site, this watercourse is considered to be Main River by the EA. Review of the topographic survey has identified that the site is raised relative to the neighbouring watercourse, with levels at the top of bank being more than 1m lower than the boundary of the existing building footprint.

4.1.3 It is likely that any new development at the site will be required to incorporate the EAs standard easements requirement from the River Etherow, this is typically 8m from the Top of Bank (TOB) and should provide clear unimpeded access for future maintenance. Further discussion with the EA will determine whether the full easement would be required due to the topographic characteristics and the existing onsite land-use.

4.1.4 Review of the Flood Estimation Handbook (FEH) CD-ROM identifies the catchment to be 131.46km (sq.) which when combined with the relative topography of the area would suggest potential flood risk from this source. This catchment figure includes the upper catchment of the River Etherow and does not account for potential benefits associated with flood defences in place; by using this larger catchment figure to assess the watercourse, a more conservative approach is adopted.

4.1.5 The Environment Agency’s online mapping indicates the development site is located within Flood Zone 1 (Figure 4) and at ‘very low’ risk from fluvial flooding (refer to

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Appendix D for full details). The risk to site from this watercourse is considered to be ‘low’ due to topographic characteristics.

4.1.6 Consultation with the EA has been undertaken to obtain the predicted water levels on/adjacent to the site in the key design events. This is to access the potential risks to the scheme and also propose appropriate mitigation in light of the close proximity to the Main River and the uncertainties of future changes due to climate change.

4.1.7 Top Water Levels (TWLs) were provided for the 1% AEP, 1% AEP+CC and 0.1% AEP events for the River Etherow, the TWLs were in channel although due to the distance between the site and the watercourse these levels are considered to be appropriate.

4.1.8 The predicted TWLs have been overlaid the existing topographic survey to determine more accurately the potential risks to site. Figure 5 (below) is an extract of the floodplain extents plan based on the water levels information provided by the EA, the full plan can be seen in Appendix M.

Figure 5: Floodplain Extents Plan extract (Betts Hydro, 2017)

4.1.9 The extents of Flood Zone 3 (1% AEP event) and Flood Zone 2 (0.1% AEP) do not encroach into the boundaries of the site based on a predicted TWL of 115.78mAOD (1% AEP) and 116.83mAOD (0.1% AEP).

4.1.10 The development will be within Flood Zone 1, however in accordance with the EAs standard requirements it is advised that Finished Floor Levels (FFL) be set a minimum of

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600mm above the 1% AEP (1 in 100 year) event with an allowance for climate change due to the close proximity of the Main River.

4.1.11 Based on the available water levels, nearest to the site, during the 1% AEP+CC (116.04mAOD) the proposed Finished Floor Level onsite will be a minimum 116.64mAOD. As the existing levels onsite are considered to be at least 2.26m above the EAs minimum FFL therefore it is more likely that the FFLs onsite will be based on other engineering constraints rather than the requirements of the EA.

4.1.12 The coastline is located over 70km to the north-west of the site and the nearest estuary is over 60km away therefore the risks to the development site from tidal related flooding is considered to be ‘very low’, which is illustrated in the EA’s mapping.

4.2 Flood Risk Vulnerability Classification and Flood Zone Compatibility 4.2.1 The proposals are considered to be solely ‘residential’ in nature and as such is classified as ‘more vulnerable’ in Table 2: Flood Risk Vulnerability Classification within the Planning Practice Guidance to the NPPF. Table 3: Flood Risk Vulnerability and Flood Zone ‘Compatibility’ within the NPPG confirms that this type of land use is appropriate for Flood Zone 1, providing there is no increase in flood risk elsewhere due to the proposals.

4.3 Surface Water Flood Risk 4.3.1 Surface water flooding occurs when rainwater is unable to drain away through the normal drainage systems or soak into the ground, but lies on or flows over the ground instead.

4.3.2 The risk associated with surface water run-off is indicated by the EA mapping data as shown in Figure 6 (below). The mapping indicates that the site is predominantly at ‘very low’ risk from surface water flooding (as illustrated in below).

Proposed Development Site Existing Features: Land Drainage/Ordinary Watercourses Main Rivers Bodies of Water

Flood Risk: Very Low

Low

Medium High

Figure 6: Surface Water Flood Map Extract (Environment Agency 2016)

4.3.3 The existing impermeable areas to the west of the site are illustrated to have a ‘low’ risk of surface water flooding and those areas directly adjacent to the watercourse are also

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illustrated to be at higher risk. The areas to the west of the site are predicted to have less than 300mm of surface water flooding in the extreme events based on the EAs mapping and therefore the associated risks to the proposals are considered to be minor.

4.3.4 Review of the High Peak Borough Council Strategic Flood Risk Assessment (SFRA) also failed to highlight any historic flooding within the site boundaries, although similarly indicated the potential for surface water flooding in the future. Furthermore the Derbyshire Preliminary Flood Risk Assessment (PFRA) indicated some potential for surface water flooding (1 in 200 annual chance) within the Charlesworth and Glossop areas more generally. Surface water flooding is understood to increase in the future due to the natural topography and the predicted climate changes to the region. Therefore effective surface water management is recommended for all new development within the region.

4.3.5 It is advised, that following any re-grade of the site, finished floor levels are raised above the external levels. This will help protect the proposed properties from excess surface water run-off.

Pluvial (Overland run-off) Flood Risk 4.3.6 Intense rainfall that is unable to soak into the ground or enter drainage systems can result in flooding. Local topography and the land use can have a strong influence on the direction and depth of flow. The volume and rate of overland flow from land can be exacerbated if development increases the percentage of impermeable area without appropriately managing the additional volumes of run-off generated.

4.3.7 The topography of the development and surrounding area means there is little potential for flows to impact on the proposed development. The area is generally falls away from site providing safe routes for flows, the only flows that are likely to be present ordinarily on site are from direct rainfall on areas of hardstanding.

4.3.8 Any overland flows generated by the development must be carefully controlled. It is advised that safe avenues be formed that divert overland flow away from the existing and proposed dwellings.

Sewer Flood Risk 4.3.9 In urban areas, rainwater is frequently drained into surface water sewers or sewers containing both surface and wastewater known as ‘combined sewers’. Foul water flooding often occurs in areas prone to overland flow and can result when the sewer is overwhelmed by heavy rainfall and will continue until the water drains away. It can also occur when the sewer becomes blocked or is of inadequate capacity, this could lead to there being a high risk of internal property flooding with contaminated water.

4.3.10 United Utilities (UU) records identify a combined rising main sewer running in a north- eastern direction to the east of the development site, however no public sewer assets are understood to bisect the proposed development site. There is likely private sewer assets within the site and the location and condition of these should be acknowledge in any proposed layout, incorporating the required easements.

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4.3.11 Consultation with United Utilities has not identified any historical flooding of the immediate site area as a result of over-loaded sewers.

4.4 Groundwater Flood Risk 4.4.1 High groundwater levels are usually the key source of groundwater flooding, which occurs when excess water emerges at the grounds surface (or within manmade underground structures such as basements). Groundwater flooding is often more insistent than surface water flooding and would typically last for weeks/months rather than days meaning the result to property is often more severe.

4.4.2 In general terms groundwater flooding can occur from three main sources: - raised water tables, seepage and percolation and groundwater recovery or rebound.

If groundwater levels are naturally close to the surface then this can present a flood risk during times of intense rainfall. No groundwater flood risk has been identified during consultation with the various interested parties. Seepage and percolation occur where embankments above ground level hold water. In these cases water travels through the embankment material and emerges on the opposite side of the embankment. At present there are no reported problems with groundwater flooding. Groundwater recovery / rebound occurs where the water table has been artificially depressed by abstraction. When the abstraction stops the water table makes a recovery to its original level. There is the potential for groundwater flooding in low lying areas where groundwater levels have been depressed below their pre-pumping conditions, where these were at or close to ground level. As with the seepage scenario the likelihood of flooding from this source is low.

4.4.3 The mapping data for groundwater shows that the site is underlain by some ‘Secondary A’ bedrock deposits and some secondary superficial deposits. Furthermore the site is identified to be located within a high vulnerability zone to a minor aquifer, based on the EA mapping (Appendix D).

4.4.4 No historical groundwater flooding of the site has been identified during consultation with the various interested parties; however following any re-grade setting Finished Floor Levels a minimum of 150mm above the external levels should mitigate risk of flooding from this source.

4.5 Artificial Sources of Flood Risk 4.5.1 National Planning Policy states that a Flood Risk Assessment should consider the potential risks from a variety of sources including the flood risks associated with artificial sources (such as risk from reservoirs and canals).

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Reservoirs 4.5.2 Due to the large size of the catchment and the elevation and location to the watercourse, the EA’s online reservoir flood map identifies the proposed development site to be potentially at risk from reservoir flooding; Appendix D shows the online reservoir flood map in full.

4.5.3 It should be noted that only the risk of flooding from reservoirs that exceed 25,000 cubic metres of water above ground level are indicated and covered by The Reservoirs Act 1975 and the Flood and Water Management Act 2010.

4.5.4 The proposed development site is potentially at risk of flooding if one of the nearest ‘large’ reservoirs were to fail, the EA provides details for the reservoirs associated with the risk at this site (Appendix D). There are multiple EA recognised reservoirs (over 25,000 cu.m) identified by the EA which could potentially effect the proposed development site, including ‘Bottoms (Longdendale)’ and ‘Woodhead’, information is included in Table 1 (below).

Location Risk Name Location (Area) Owner Local Authority (Grid Ref.) Designation Bottoms South Area in North 402275, United Utilities Derbyshire To Be (Longdendale West Region 397016 Water plc. County Council Determined South Area in North 408008, United Utilities Derbyshire To Be Woodhead West Region 399372 Water plc. County Council Determined South Area in North 404334, United Utilities Derbyshire To Be Rhodeswood West Region 398049 Water plc. County Council Determined South Area in North 403167, United Utilities Derbyshire To Be Valehouse West Region 397328 Water plc. County Council Determined South Area in North 405510, United Utilities Derbyshire To Be Torside West Region 398334 Water plc. County Council Determined Table 1: Designated Reservoirs Nearest To Site (Environment Agency, 2016)

4.5.4 The EA assign a high risk designation to the identified reservoirs should people lives be in danger, from review of the online EA data; the identified reservoirs which have potential to impact the proposed site are considered to be ‘un-designated’ in terms of risk at present. Therefore, the EA and Local Authority would recommend emergency plans are prepared for areas deemed susceptible to reservoir should a fail occur.

4.5.5 It should be noted that the risk of catastrophic failure of any reservoir is considered to be very low, as reservoirs are such major assets; it is understood that there are appropriate maintenance regimes and regular reviews undertaken confirming integrity of the embankments. Reservoirs below 25,000cu.m are inspected in accordance with the Health and Safety (Enforcing Authority) Regulations 1998 providing a work undertaking exists which means many of the smaller reservoirs will be inspected by the Health and Safety Executive (HSE).

4.5.6 The Environment Agency provides estimates for potential depths and velocities of reservoir flooding in areas deemed at risk, potential reservoir flooding could reach depths of ‘Over 2m’ onsite. The estimated velocities of potential reservoir flooding at the site is over 0.2m/s (based on the EA data see Appendix D). These estimations are based on a

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worst case scenario event, it is therefore considered unlikely that any actual flooding due to a fail in a reservoir would be as large or at the speeds quoted above.

4.5.7 The nearest identified reservoir approximately 3.6km north-east of site (Bottoms Reservoir), however the main route of flooding associated with a fail, would be down the River Etherow; which neighbours the proposed site to the north and west.

4.5.8 Although the risk of a breach of the reservoir dam is considered to be unlikely, mitigation measures are proposed. It is advised that external levels fall away from the properties to minimise the flood risk from a variety of sources. By keeping the proposed Finished Floor Levels elevated relative to the carriageway this should help create an overland flood flow route in the event of a breach or any other source of flooding that could lead to overland flow.

Canals 4.5.9 There are no canals within the immediate vicinity of the proposed development, the nearest canal would be the Huddersfield Narrow Canal which is approximately 5.5km to the north-west; as such the risk from this flood source is considered to be ‘very low’.

4.6 Historical and Anecdotal Flooding Information 4.6.1 An internet based search for flooding events did not identify any historical flooding to the site, including review of the Chronology of British Hydrological Events.

4.6.2 Review of the Derbyshire Preliminary Flood Risk Assessment (PFRA), did not highlight any specific historic flooding to the proposed development site. The PFRA highlighted that the proposed development site is located within a 1km grid square where historic folding has been recorded (no mention of the site specifically). Review of the High Peak Borough Council Strategic Flood Risk Assessment (SFRA) also failed to highlight any historic flooding within the site boundaries, although similarly to the PFRA indicated the potential for surface water flooding in wider area in the future.

4.6.3 Consultation with United Utilities and the Environment Agency failed to highlight any historical flooding to the immediate site area (see correspondence in Appendices). Correspondence has been sent out to High Peak Borough Council for any further information relating to flooding within the region although response has not been received, therefore based on the reviewed available data it is assumed that the LPA also have no information pertinent to this FRA.

4.7 Flood Risk Mitigation Measures & Residual Risks 4.7.1 The development area is identified on the EA flood mapping to be located within Flood Zone 1, however some mitigation measures are discussed below to assist with safeguarding the proposals for their design life.

Mitigation Measures 4.7.2 The development will be within Flood Zone 1, however in accordance with the EAs standard requirements it is advised that Finished Floor Levels (FFL) be set a minimum of

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600mm above the 1% AEP (1 in 100 year) event with an allowance for climate change due to the close proximity of the Main River.

4.7.3 Based on the available water levels, nearest to the site, during the 1% AEP+CC (116.04mAOD) the proposed Finished Floor Level onsite will be a minimum 116.64mAOD. As the existing levels onsite are considered to be at least 2.26m above the EAs minimum FFL therefore it is more likely that the FFLs onsite will be based on other engineering constraints rather than the requirements of the EA.

4.7.4 Setting Finished Floor Levels a minimum of 150mm above the external levels following any re-grade should mitigate any risk of flooding from a variety of sources, including groundwater and surface water run-off risks at the proposed development.

4.7.5 As with any development it is also advised that external levels fall away from properties to minimise the flood risk from a variety of sources. Any overland flows generated by the proposed development must be carefully controlled, safe avenues of overland flow away from any existing and proposed buildings are advised.

4.7.6 To minimise the flood risk to the proposed dwellings and neighboring property it is proposed that surface water run-off generated by the proposed development be managed effectively and ideally with the peak rates of run-off being restricted to the equivalent of the pre-development situation.

4.7.7 The development and its drainage systems should be designed to cope with intense storm events up to and including the 100 year return period rainfall event with an allowance for Climate Change (CC), based on the design life of the proposed development based on the design life this allowance for CC is in the form of 40% and 20% increase in rainfall intensity.

4.7.8 As with any drainage system blockages within either the foul or surface water system have the potential to cause flooding or disruption. It is important that should any drainage systems not be offered for adoption to either the Water Company or the Local Authority then an appropriate maintenance regime should be scheduled with a suitably qualified management company for these private drainage systems.

Residual Risks 4.7.9 Safe access and egress will be maintained as the residential development and proposed access road will not be located within the extents of the floodplain. However if an extreme rainfall event exceeds the design criteria for the drainage system it is likely that there will be some overland flows that are unable to enter the system, it is important that these potential overland flows are catered for within the proposed planning layout in the event that the capacity of the drainage system is exceeded.

HYD118-THE.FORMER.BANKWOOD.MILL-FRA ~ 23 ~ The Former Bankwood Mill, Charlesworth Flood Risk Assessment

5.0 SURFACE WATER MANAGEMENT

5.1 Methods of Surface Water Management 5.1.1 Detailed drainage design will be undertaken to determine the most feasible onsite drainage solution. There are however three methods that should be reviewed for the management and discharge of surface water; these may be applied individually or collectively to form a complete strategy and they should be applied in the order of priority listed below.

Discharge via infiltration Discharge to watercourse Discharge to public sewerage system

5.2 Sustainable Drainage Systems (SuDS) 5.2.1 Sustainable Drainage Systems (SuDS) have the ability to address four core objectives; water quantity, water quality, amenity and biodiversity. In accordance with the NPPF, SuDS should be specified wherever possible to manage surface water run-off generated onsite. With the appropriate system specified, all core objectives can be satisfied, this in turn reduces the burden downstream on both watercourses and sewerage systems.

5.2.2 Where possible, peak surface water discharge rates to watercourses and sewers should be appropriately managed and where possible reduced. Preference should always be given to SuDS over the traditional methods of buried sewers wherever possible and practical.

5.2.3 Opportunities should be taken to provide soft landscaping where at all possible on site to assist in minimising surface water run-off, furthermore depending on the scale of the proposals there may be the opportunity to incorporate methods such as swales, rills, balancing pond(s), detention/infiltration basin(s) and bio-retention area(s) to provide a degree of treatment before flows are carried to the watercourse; this would satisfy the requirements to provide at least two phases of water treatment prior to discharging flows from the site.

5.2.4 It would also be recommended that permeable paving and bio-retention units be utilised in private (non-adopted areas) where at all feasible; if infiltration is proven not feasible then the permeable paving should be lined with a positive connection into the proposed main drainage for the site.

5.2.6 Multiple benefits to SUDS implementation are present including the improvement of biodiversity and visual aesthetics along with increasing ecology and water quality. The photographs in Figure 7 (on the subsequent page) illustrate similar residential schemes which have utilised SuDS as part of the surface water management strategy.

5.2.7 Detailed design will be required to confirm whether the site would be suitable for incorporation of SuDS and where the most appropriate locations within site would be (following more detailed analysis of levels and a final layout).

HYD118-THE.FORMER.BANKWOOD.MILL-FRA ~ 24 ~ The Former Bankwood Mill, Charlesworth Flood Risk Assessment

Swales Rills Permeable Paving Detention Basin Figure 7: SuDS Photographs (SusDrain 2012)

5.3 Climate Change 5.3.1 There are indications that the climate in the UK is changing significantly and it is widely believed that the nature of climate change will vary greatly by region. Current expert opinion indicates the likelihood that future climate change would produce more frequent short duration and high intensity rainfall events with the addition of more frequent periods of long duration rainfall.

5.3.2 It is widely believed that the impact of climate change means there is likely to be a long term increase in the average sea levels, with an expectation that sea levels will rise gradually. An increase in flood water levels means that future flooding events will occur more frequently and will have a greater impact.

5.3.3 In light of the future uncertainties Climate Change should be accounted for within the design of all new developments. The recently published Environment Agency document ‘Adapting to Climate Change : Advice for Flood and Coastal Erosion Risk Management Authorities’ supersedes Defra’s policy statement on Flood Risk and Coastal Erosion Risk Management (2009) and should be used for future proposals.

5.3.4 The updated Environment Agency report (above) identifies the key climate change factors for Risk Management Authorities to consider and apply to future proposals. The report provides information on the potential impacts climate change may have to extreme rainfall, river flood flows, sea level rise and storm surges. The report quantifies the potential change compared to the baseline (1961-1990), providing upper and lower estimates of change along with identifying those catchments most susceptible to extreme change (H++ scenarios).

5.3.5 Climate change factors have been considered within the modelling and any increase in the level of flood risk (to the site) from climate change is likely to be related to the increase in rainfall intensity and duration and its impact upon the surface water drainage system (due to the proximity from any tidal/estuarine sources).

HYD118-THE.FORMER.BANKWOOD.MILL-FRA ~ 25 ~ The Former Bankwood Mill, Charlesworth Flood Risk Assessment

5.3.6 The updated Climate Change projections provides estimated changes to rainfall intensity (Table 2: below), based on the design life of the development the “total potential change figures for the 2080’s” should be used.

5.3.7 The development and its drainage systems should be designed to cope with intense storm events up to and including the 100 year return period rainfall event with an allowance for Climate Change (CC), based on the design life of the proposed development based on the design life this allowance for CC is in the form of 40% and 20% increase in rainfall intensity.

PROJECTIONS TOTAL POTENTIAL CHANGE ANTICIPATED FOR THE 2080’S Upper End Estimate 40% Central Change Factor 20% Lower End Estimate 10% Table 2: Change to Extreme Rainfall Intensity Compared to 1961-1990 Baseline (Environment Agency 2016)

HYD118-THE.FORMER.BANKWOOD.MILL-FRA ~ 26 ~ The Former Bankwood Mill, Charlesworth Flood Risk Assessment

6.0 SUMMARY AND CONCLUSIONS 6.1 This Flood Risk Assessment has been prepared to support a planning application for the construction of 2no. residential dwellings on the former Bankwood Mill site in Charlesworth. The site is approximately 0.466ha in size and is located within Flood Zone 1. The proposals are ‘residential’ in nature and as such classified as ‘more vulnerable’ in Table 2: Flood Risk Vulnerability Classification within the Planning Policy Guidance (PPG). This nature of development is confirmed to be appropriate within Flood Zone 1, providing there is no increase in flood risk elsewhere.

6.2 This Flood Risk Assessment has reviewed all sources of flood risk to both the proposed development and to the existing adjacent development as a result of the proposals, including; fluvial, tidal, pluvial, groundwater, sewers and flooding from artificial sources. The development is accessible for emergency access and egress during times of extreme flooding as the floodplain does not extend into the proposed development area.

6.3 An Internet based search for flooding events did not identify any historical flooding to the immediate site, including review of the relevant publications. Furthermore consultation with various interested parties furthermore failed to highlight any historical flooding to the proposed development area.

6.4 The development will be within Flood Zone 1, however in accordance with the EAs standard requirements it is advised that Finished Floor Levels (FFL) be set a minimum of 600mm above the 1% AEP (1 in 100 year) event with an allowance for climate change due to the close proximity of the Main River.

6.5 Based on the available water levels, nearest to the site, during the 1% AEP+CC (116.04mAOD) the proposed Finished Floor Level onsite will be a minimum 116.64mAOD. As the existing levels onsite are considered to be at least 2.26m above the EAs minimum FFL therefore it is more likely that the FFLs onsite will be based on other engineering constraints rather than the requirements of the EA.

6.6 Opportunities should be taken to provide soft landscaping where at all possible on site to assist in minimising surface water run-off, furthermore depending on the scale of the proposals there may be the opportunity to incorporate SuDS methods such as swales, rills, permeable paving and bio-retention area(s) to provide a degree of treatment before flows are carried offsite. Although this should be confirmed through detailed drainage design for the scheme.

6.7 The proposed onsite surface water drainage system will need to be sized to prevent overland run-off offsite from storm events up to and including the 100 year return period storm event with an allowance for climate change. Based on the design life this allowance for CC is in the form of a 40% and 20% increase in rainfall intensity.

6.8 This report has been prepared in consultation with the relevant interested parties and incorporates their comments where possible. The Flood Risk Assessment is considered to be commensurate with the development proposals and in summary, the development can be considered appropriate in accordance with the NPPF.

HYD118-THE.FORMER.BANKWOOD.MILL-FRA ~ 27 ~ The Former Bankwood Mill, Charlesworth Flood Risk Assessment

7.0 RECOMMENDATIONS 7.1 The development will be within Flood Zone 1, however in accordance with the EAs standard requirements it is advised that Finished Floor Levels (FFL) be set a minimum of 600mm above the 1% AEP (1 in 100 year) event with an allowance for climate change due to the close proximity of the Main River. Based on the available water levels, nearest to the site, during the 1% AEP+CC (116.04mAOD) the proposed Finished Floor Level onsite will be a minimum 116.64mAOD.

7.2 It is likely that any new development at the site will be required to incorporate the EAs standard easements requirement from the River Etherow, this is typically 8m from the Top of Bank (TOB) and should provide clear unimpeded access for future maintenance.

7.3 Any overland flows generated by the proposed development must be directed away from existing and proposed buildings; safe avenues of overland flow away from any existing and proposed buildings are advised. As with any development it is also advised that external levels fall away from property to minimise the flood risk from a variety of sources.

7.4 To minimise the flood risk to the neighbouring property and proposed dwellings it is proposed that the surface water run-off generated by the proposals be managed effectively with the peak rates of run-off being restricted to the equivalent of the pre- development situation. Opportunities should be taken to provide soft landscaping and SUDS where at all possible on site to assist in minimising surface water run-off.

7.5 Soakaway testing to BRE365 will be required to be undertaken, in specific locations within site where infiltration is considered likely to be most feasible, as in accordance with the LPA and UU’s requirements it should be evidenced that discharge to ground will not be a viable solution prior to pursuing other options identified in the hierarchical approach.

7.6 The proposed onsite surface water drainage system will need to be sized to prevent overland run-off offsite from storm events up to and including the 100 year return period storm event with an allowance for climate change. Based on the design life this allowance for CC is in the form of a 40% and 20% increase in rainfall intensity.

7.7 As with any drainage system blockages within either the foul or surface water sewer systems have the potential to cause flooding or disruption. It is important that should any drainage systems not be offered for adoption to either the Water Company or the Local Authority then an appropriate maintenance regime should be scheduled with a suitably qualified management company for these private drainage systems.

7.8 Consideration into the future management and adoption of any SuDS will also be required and detailed design should confirm feasibility following more detailed levels, capacity and attenuation review.

HYD118-THE.FORMER.BANKWOOD.MILL-FRA ~ 28 ~ The Former Bankwood Mill, Charlesworth Flood Risk Assessment

BIBLIOGRAPHY & REFERENCES CIRIA 522: Sustainable urban drainage systems – design manual for England and Wales (2000). CIRIA 523: Sustainable urban drainage systems – best practice manual (2001). CIRIA 609: Sustainable drainage systems. Hydraulic, structural and water quality advice (2004). CIRIA 624: Development and flood risk – guidance for the construction industry (2004). CIRIA 635: Designing for Exceedance in urban drainage: Good practice (2006). CIRIA 644: Building Greener (2007). CIRIA 697: The SUDS manual (2007). Flood Risk to People – Phase 2 (FD2321/TR2), DEFRA and the Environment Agency (2006). Flood estimation for small catchments: Institute of Hydrology Report No.124, NERC (1994). Flood Estimation Handbook, Centre for Ecology and Hydrology (1999). Planning Policy Statement 25: Development and Flood Risk (2006). Sewers for Adoption 7th Edition, WRc (2012). Technical Guidance to the National Planning Policy Framework, CLG (2012).

Web-based References Bingmaps – http://www.bing.com/Maps/ British Geological Survey – http://www.bgs.ac.uk/opengeoscience/home.html Chronology of British Hydrological Events – www.dundee.ac.uk/ CIRIA – http://www.ciria.org/ Cranfield University – http://www.landis.org.uk/soilscapes/ Environment Agency – www.environment-agency.gov.uk/ FloodProBE – http://www.floodprobe.eu/ Flood Forum – http://www.floodforum.org.uk/ Flood London – http://www.floodlondon.com/ Flood Resilience Group – http://www.floodresiliencegroup.org/frg/ Google Maps – http://maps.google.co.uk/ London Resilience – http://www.londonprepared.gov.uk/ Streetmap – http://www.streetmap.co.uk/ US Army Corps of Engineers – http://www.hec.usace.army.mil/software/hec-ras/ United Utilities - http://www.unitedutilities.com/default.aspx Watertight International – http://www.watertightinternational.com/

HYD118-THE.FORMER.BANKWOOD.MILL-FRA ~ 29 ~ The Former Bankwood Mill, Charlesworth Flood Risk Assessment

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA ~ 30 ~ The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX A: LOCATION PLAN

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA This drawing is protected by copyright and the information contained therein is the property of William McCall. The drawing must not be copied and the information contained therein may not be used or disclosed without written permission of and in the manner permitted by William McCall.

Planning Drawing

Project Title :- Location Plan

Client :- Mr S Dobie

Drwg No :- Date :- Rev :- 09/14/150 2 of 5 Dec '17 REV A Scale :- Drawn:- Checked :- 1:1250 @ A3 WMC

Site Address :- Bankwood Mill, Charlesworth, Glossop, SK13 5ES. The Old Post Room 34 Chew Valley Road Greenfield Saddleworth OL3 7DA Tel: 01457 871202 www.william-mccall.com | [email protected] A3 The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX B: LEVELS INFORMATION

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA

The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX C: PROPOSED PLANNING LAYOUT

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The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX D: EA INFORMATION & CORRESPONDENCE

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA Kirsty Williams

From: Thomas, Sandrine [mailto:sandrine.thomas@environment‐agency.gov.uk] Sent: 25 April 2016 16:05 To: Kirsty Williams Subject: RE: Bankwood Mill Enquiry

Kirsty,

The requirement for an FRA to be submitted to support development proposals is determined by the flood zone classification as detailed in the NPPF. The existing building is on the outskirt of the flood extend therefore an FRA is required.

Regards Sandrine

Sandrine Thomas <>< Flood Risk Officer Partnerships & Strategic Overview Team Greater Manchester, Merseyside and Cheshire Area

PLEASE NOTE MY NEW PHONE NUMBER 02030250985 MY NEW INTERNAL NUMBER 50985

From: Thomas, Sandrine [mailto:sandrine.thomas@environment‐agency.gov.uk] Sent: 20 April 2016 14:25 To: Kirsty Williams Subject: RE: Bankwood Mill Enquiry

Dear Kirsty

Thank you for your email. The previous application was a conversion of the existing building. However, it appears that the recent proposals are to demolish the existing building and build two new dwellings. Therefore, a Flood Risk Assessment should be submitted to support this application by requesting the flood levels from the Environment Agency sending an email to our Customers and Engagement team.

Regards Sandrine

Sandrine Thomas <>< Flood Risk Officer Partnerships & Strategic Overview Team Greater Manchester, Merseyside and Cheshire Area

PLEASE NOTE MY NEW PHONE NUMBER 02030250985 MY NEW INTERNAL NUMBER 50985

From: Kirsty Williams [mailto:[email protected]] Sent: 19 April 2016 14:30 To: Thomas, Sandrine Subject: Bankwood Mill Enquiry

Good Afternoon Sandrine,

We have not spoken previously however I have been given your contact details by a colleague in order to discuss the EAs requirements for a potential development scheme at Bankwood Mill, Charlesworth (location plan attached‐red edge is wider application boundary although development area will be predominantly the extents of the existing building footprint). Planning permission was approved in 2013 (ref: HPK/2010/0396) for a wider scheme onsite which involved the “Removal of large elements of former print works including adjacent fenced pen area, leaving original structures for conversion to one house & one bungalow including ancillary buildings for mixed use & formation of new internal garden parking & paddocks”.

The client has recently re‐submitted the planning application to the LPA, although there seems to be some concerns over the requirement for a full flood risk assessment to support the scheme.

The client had previously discussed the site with yourself and agreed a FFL for the properties based on the existing levels with an additional freeboard. I have attached the email thread and supporting plan for completeness, to our knowledge the flood map for planning has not changed from this original correspondence. The LPA have suggested a full FRA will be required as the wider site extents encroach onto the flood zone 3 outline, however the proposed dwellings will be predominantly within the original building footprint (or further from the watercourse route); if you review the attached information the existing footprint is at a level of 118.993mAOD. As part of that previous discussion an agreed FFL for the proposed dwellings was 119.593mAOD (this was discussed with yourself and agreed to be over 7m above the bed level of the neighbouring watercourse).

Essentially the client is hoping you would be able to review the information you discussed with him back in 2013 and confirm the proposed FFL will still be sufficient. Although the site boundary of within the extents of Flood Zone 3; the development will take place within Flood Zone 1. It is understood that there was no concerns on flood risk grounds to the previous application and the client would prefer to agree this approach in order to progress the re‐ submission; preferably without a full flood risk assessment due to the nature of the submission and the previous approval granted. I attach copies of the existing and proposed site plans for this new planning application (ref:HPK/2015/0689) for completeness.

Kind Regards Kirsty Williams BSc(Hons) Flood Risk Analyst

BETTS HYDRO Specialists in Drainage and Flood Risk Old Marsh Farm Barns, Welsh Road, Sealand, Flintshire, CH5 2LY

CHESTER OFFICE ‐ 01244 289041

kirstywilliams@betts‐associates.co.uk www.betts‐associates.co.uk

Please consider the environment before printing this email.

2 Kirsty Williams

From: Kirsty Williams Sent: 30 April 2014 12:29 To: '[email protected]' Subject: Bankwood Mill, Charlesworth, SK13 5ER Attachments: Location Plan.pdf

To whom it may concern,

Bankwood Mill, Charlesworth, SK13 5ER

Please could you confirm whether you have any information that you feel would be valuable to a Flood Risk Assessment for the above site (location plan attached), including details of historical flooding; this would be greatly appreciated. Please do not hesitate to contact me on the details below to discuss further should you require additional information or clarification.

Kind regards

Kirsty Williams Graduate Flood Risk Analyst

Betts Associates Ltd Old Marsh Farm Barns, Welsh Road, Sealand, Flintshire, CH5 2LY T ‐ 01244 288178 F ‐ 01244 288516 kirsty.williams@betts‐associates.co.uk www.betts‐associates.co.uk

ELECTRONICALLY TRANSMITTED INFORMATION This electronic transmission is strictly confidential and intended solely for the addressee. It may contain information which is covered by legal, professional or other privilege. If you are not the intended addressee, you must not disclose, copy or take any action in reliance of this transmission. If you have received this transmission in error, please notify us as soon as possible. All emails transmitted by Betts Associates are virus checked. This does not guarantee that transmissions are virus free. Reference should always be made to the hard copy of any electronically transmitted files. Electronic data does not constitute contract documentation. Use of the content of our files is at your own risk. You remain responsible for anything produced using all or part of the data supplied.

1 Kirsty Williams

From: NW Info Requests Sent: 02 May 2014 12:34 To: Kirsty Williams Subject: STH2657SR

Dear Kirsty

Thank you for your enquiry regarding Bankwood Mill, Charlesworth.

Our Flood Defence team have confirmed that we can provide a Product 4 Detailed Map and Table for this site. Water levels will be provided from the River Etherow for the following return periods:

1 in 100 year 1 in 100 year plus climate change 1 in 1000 year

We have no record of flooding affecting this site. However, this does not mean flooding has not occurred in the past or that it will not flood in future. We recommend that you also contact United Utilities and Tameside Council who may hold additional information (the former especially in relation to sewer flooding).

Before proceeding with this request, we will require a payment of £50 + VAT (£60). This is not a charge for supplying the data, but a charge for the copyright licence which is set out in our Standard Notice. The Standard Notice explains how you may use the information you have asked for and will be sent to you at the same time that we send you your information.

Charging Summary

Total Charge = £60

VAT Registration Number: GB 662 4901 34

If paying by cheque, please make it payable to the ‘Environment Agency’ and send it to the Customer Services Team, at the address below. If you prefer to pay by credit card please contact us on 01768 215764. We will supply the information/data you have requested as we receive your payment. We will not start work on your enquiry until we have received your payment. If we have not received payment within 1 month of this letter being issued the request for information will be deemed to have been withdrawn.

If you have any further queries please do not hesitate to contact this office.

Kind regards,

Sarah

Sarah Rogerson Customers and Engagement Officer Cumbria and Lancashire + Greater Manchester, Merseyside and Cheshire Environment Agency Ghyll Mount, Gillan Way, Penrith 40 Business Park, Penrith, Cumbria, CA11 9BP Telephone: 01768 215764 Email: NWinforequests@environment‐agency.gov.uk

Follow us on Twitter @EnvAgencyNW Visit the website - https://www.gov.uk/environment-agency Visit our blog - https://environmentagency.blog.gov.uk/

1 Kirsty Williams

From: GMMC Info Requests Sent: 20 May 2016 12:56 To: Kirsty Williams Subject: GMMC11917KE Attachments: product_3_4_detailed_map.pdf; Product_3_4_Table_.pdf; Open Government Licence.pdf

Follow Up Flag: Follow up Flag Status: Completed

Dear Kirsty

Thank you for your enquiry which was received on 9/05/2016.

We respond to requests under the Freedom of Information Act 2000 and Environmental Information Regulations 2004.

I enclose the attached data.

Please refer to the Open Government Licence which explains the permitted use of this information.

Please get in touch if you have any further queries or contact us within two months if you’d like us to review the information we have sent.

We are committed to providing a professional customer service. Please help us understand more about what is important to you by completing our survey. http://www.smartsurvey.co.uk/s/EnvironmentAgencyCustomerSurvey/?a=GMMC

Kind regards,

Kim Everson Customer and Engagement Officer Greater Manchester, Merseyside and Cheshire Internal: 50757 External: 020 302 50757 Email: [email protected]

Environment Agency, Richard Fairclough House, Knutsford Road, Warrington, WA4 1HT

Work Days Monday‐Friday

Follow us on Twitter @EnvAgencyNW Visit the website ‐ https://www.gov.uk/environment-agency Visit our blog ‐ https://environmentagency.blog.gov.uk/ 1 Detailed Flood Map centred on Bankwood Mill, Charlesworth, Glossop, SK13 5ER, GMMC11917KE created 17/05/2016

River Etherow

1:10,001 ¯

Legend )" Model_Measurements )"1 (! (! Site_Location )"2 Main River )"3 Flood Zone 3 )"4 Flood Zone 2 )"5 )"6 )"7

© Environment Agency copyright and / or database rights 2016. All rights reserved. © Crown Copyright and database right. All rights reserved. Environment Agency, 100026380, 2016. Contact Us: National Customer Contact Centre, PO Box 544, Rotherham, S60 1BY. Tel: 08708 506 506 (Mon-Fri 8-6). Email: [email protected] 19th May 2016 GMMC11917KE

Undefended Defended

1 % AEP (1 in 100 year) + Climate Map Reference Model Node Reference Easting Northing Data 1 % AEP (1 in 100 year) 0.1 % AEP (1 in 1000 year) 1 % AEP (1 in 100 year) Change*

Modelled Water Level (m aodN) 115.92 116.29 117.14 115.95 1 ea01325_Etherow_ETHE01 400052 394255 Modelled Flow (cumecs) 103.97 125.38 196.81 105.69

Modelled Water Level (m aodN) 115.78 116.04 116.83 115.80 2 ea01325_Etherow_ETHE02 399988 394178 Modelled Flow (cumecs) 104.02 125.43 196.87 105.74

Modelled Water Level (m aodN) 113.55 113.77 114.43 113.56 3 ea01325_Etherow_ETHE03 399905 394122 Modelled Flow (cumecs) 93.02 112.64 178.34 94.59

Modelled Water Level (m aodN) 112.81 113.05 113.76 112.83 4 ea01325_Etherow_ETHE04 399858 394034 Modelled Flow (cumecs) 104.04 125.46 196.91 105.76

Modelled Water Level (m aodN) 112.20 112.42 113.09 112.21 5 ea01325_Etherow_ETHE05 399779 393988 Modelled Flow (cumecs) 104.05 125.46 196.91 105.76

Modelled Water Level (m aodN) 111.79 111.97 112.46 111.80 6 ea01325_Etherow_ETHE06 399682 393965 Modelled Flow (cumecs) 104.10 125.54 196.99 105.83

Modelled Water Level (m aodN) 110.80 111.05 111.74 110.82 7 ea01325_Etherow_ETHE07 399607 393918 Modelled Flow (cumecs) 104.10 125.54 196.99 105.83

Model data taken from River Etherow 2009 Study

Notes:

AEP - Annual Exceedence Probability m aodN - metres above ordnance datum Newlyn cumecs - cubic metres per second

*Climate Change Scenario - 20% increase in flow

The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX E: FEH CATCHMENT DATA & DESCRIPTIONS

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA © NERC (CEH). © Crown co © NERC (CEH). Crown 05-Jun-2014. 08:24 on FEH CD-ROM 3 at from Printed 4 4 00 26 000m 000m 88 90 92 94 96 98 02 04 06 08 10 12 14 16 18 20 22 24 pyright. © AA. 2009. All rights reserved. All 2009. © AA. pyright. 4 28 000m 4 28 000m Blackshaw Head Hunsworth 26 Cornholme Mytholmroyd 27201 26 Halifax 24 24 Todmorden Steep Lane Batley Brighouse 22 Triangle  27029 22  27835 Bottoms Elland 20 Millgate Ripponden Mirfield27031 20 18 18

16 Littleborough Huddersfield 16 Flockton 14 Linthwaite 14  69803Milnrow Emley 12 Kirkburton 12 Marsden Helme 10 Meltham Thurstonland 10 Shaw 08 Holmfirth Denby Dale 08 06 Dobcross 06 Holme Ingbirchworth Oldham Grasscroft 04 Thurlstone 04

02 Mossley Cubley 02 4 00 000m Langsett 4 00 000m Ashton-under-Lyne Crowden 98 Tintwistle 97 96  69041 Hyde 95 94 Glossop 93 92  69027 Chisworth Romiley 69015 Snake Pass Inn 91 90  69017 Heaviley 89 88 Mellor 87 Hazel Grove Birch Vale 86 Edale 85 84 Disley Bamford Poynton Castleton 83 82 Hathersage Whaley Bridge Bradwell 81 80  2 Peak Forest 79 Fernilee 78 Bollington 77 76 Froggatt Rainow Tideswell Calver 75 74 Macclesfield Wormhill Buxton Rowland 73 72 Macclesfield Forest 71 Warren Pilsley 70  28023 69 Wildboarclough 68 Flagg Bakewell   28033 67 4 4 87 89 91 93 95 9700 02 04 06 08 10 12 14 16 18 20 22 24 26 000m 000m

052.5 399600 393800 [SJ 99600 93800] Kilometres VERSION FEH CD-ROM Version 3 exported at 07:26:43 GMT Thu 05-Jun-14 CATCHMENT GB 399600 393800 SJ 99600 93800 AREA 131.46 ALTBAR 362 ASPBAR 259 ASPVAR 0.15 BFIHOST 0.36 DPLBAR 11.74 DPSBAR 155.4 FARL 0.833 LDP 21.75 PROPWET 0.53 RMED-1H 11.1 RMED-1D 45 RMED-2D 60.4 SAAR 1364 SAAR4170 1367 SPRHOST 45.76 URBCONC1990 0.664 URBEXT1990 0.0207 URBLOC1990 0.424 C -0.02647 D1 0.4255 D2 0.45609 D3 0.32649 E 0.30607 F 2.46271 C(1 km) -0.026 D1(1 km) 0.384 D2(1 km) 0.4 D3(1 km) 0.332 E(1 km) 0.307 F(1 km) 2.389 Design Rainfall

The Former Bankwood Mill, Charlesworth Flood Risk Assessment

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX F: NPPF EXTRACTS

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The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX G: UU SEWER RECORDS & CORRESPONDENCE

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA Kirsty Williams

From: Kirsty Williams Sent: 30 April 2014 12:30 To: '[email protected]' Subject: Bankwood Mill, Charlesworth, SK13 5ER Attachments: Location Plan.pdf

To whom it may concern,

Bankwood Mill, Charlesworth, SK13 5ER

Kind regards

Kirsty Williams Graduate Flood Risk Analyst

Betts Associates Ltd Old Marsh Farm Barns, Welsh Road, Sealand, Flintshire, CH5 2LY T ‐ 01244 288178 F ‐ 01244 288516 kirsty.williams@betts‐associates.co.uk www.betts‐associates.co.uk

1 Kirsty Williams

From: Hewitt, Amy Sent: 30 April 2014 16:14 To: Kirsty Williams Subject: FW: Bankwood Mill, Charlesworth, SK13 5ER Attachments: Location Plan.pdf

Dear Kirsty,

I can confirm that there are no recorded historical sewer flooding issues within the vicinity of the proposed development site.

Please note that United Utilities Water plc (UUW) can only record and check flooding events which are reported to us and we have to comply with our Regulators instructions on the qualification of flooding events to place on the ‘at risk’ register.

Also, this does not include any sewer flooding events caused by blockages or collapses which are the result of third party actions, natural events or other actions over which UUW has no control and not a facet of sewer capacity.

Should you require any further information please do not hesitate to contact me.

Kind regards,

Amy Hewitt.

Amy Hewitt Planning Team Leader Developer Services and Planning Business Operations United Utilities T: 01925 679344 (internal 79344) M: 07917580151 (mobex 55151) unitedutilities.com

From: Kirsty Williams [mailto:[email protected]] Sent: 30 April 2014 12:30 To: Wastewater Developer Services Subject: Bankwood Mill, Charlesworth, SK13 5ER

To whom it may concern,

Bankwood Mill, Charlesworth, SK13 5ER

Kind regards

Kirsty Williams Graduate Flood Risk Analyst

Betts Associates Ltd Old Marsh Farm Barns, Welsh Road, Sealand, Flintshire, CH5 2LY

1 TERMS AND CONDITIONS - WASTERWATER & WATER DISTRIBUTION PLANS These provisions apply to the public sewerage, water distribution and telemetry systems (including sewers which are the subject of an agreement under Section 104 of the Water Industry Act 1991 and mains installed in accordance with the agreement for the self construction of water mains) (UUW apparatus) of United Utilities Water PLC (“UUW”).

TERMS AND CONDITIONS: 1. This Map and any information supplied with it is issued subject to the provisions contained below, to the exclusion of all others and no party relies upon any representation, warranty, collateral contract or other assurance of any person (whether party to this agreement or not) that is not set out in this agreement or the documents referred to in it.

2. This Map and any information supplied with it is provided for general guidance only and no representation, undertaking or warranty as to its accuracy, completeness or being up to date is given or implied.

3. In particular, the position and depth of any UUW apparatus shown on the Map are approximate only. UUW strongly recommends that a comprehensive survey is undertaken in addition to reviewing this Map to determine and ensure the precise location of any UUW apparatus. The exact location, positions and depths should be obtained by excavation trial holes.

4. The location and position of private drains, private sewers and service pipes to properties are not normally shown on this Map but their presence must be anticipated and accounted for and you are strongly advised to carry out your own further enquiries and investigations in order to locate the same.

5. The position and depth of UUW apparatus is subject to change and therefore this Map is issued subject to any removal or change in location of the same. The onus is entirely upon you to confirm whether any changes to the Map have been made subsequent to issue and prior to any works being carried out.

6. This Map and any information shown on it or provided with it must not be relied upon in the event of any development, construction or other works (including but not limited to any excavations) in the vicinity of UUW apparatus or for the purpose of determining the suitability of a point of connection to the sewerage or other distribution systems.

7. No person or legal entity, including any company shall be relieved from any liability howsoever and whensoever arising for any damage caused to UUW apparatus by reason of the actual position and/or depths of UUW apparatus being different from those shown on the Map and any information supplied with it. Polypropylene of Spun Iron Spun ABANDONED PIPE 11 U Unspecified Date: 12/05/2014 Date: SK0094SW VC Clay PP Vitrified PFMAC Fibre Pitch Coursed Masonry, DIPVC Ductile Iron Chloride Polyvinyl ST Steel CISI Cast Iron MAR Random Masonry, 2 Nodes Sheet LEGEND Trapezoidal SEWER RECORDS AR Arch BA Barrel HO HorseShoeUN Unspecified TR Scale: 1: 1250 1: Scale: OS Sheet No: Sheet OS WASTE SYMBOLOGY WATER Reinforced Plastic Matrix Foul Surface Water Surface Combined MANHOLE FUNCTION MANHOLE FO SW CO OV Overflow PERP Polyethylene PSC Composite Plastic/Steel COCSB Concrete Bolted Segment Concrete BR Brick GRC Glass Reinforced Concrete GRP Glass Reinforced Plastic CSU Unbolted Segment Concrete CC Concrete Box Culverted AC Cement Asbestos SEWER MATERIAL SEWER SHAPE CIEG Circular Egg OV Oval FT Flat Top RE Rectangular SQ Square The position of underground apparatus shown on this plan is approximate only and is given in given is and only approximate is plan this on shown apparatus underground of position The available. currently information best the with accordance being be recorded. The not may actual positions drains positions or actual the by sewers caused may pipes, damage different be any private for and fromplan thosethe liability shown any accept on not will Utilities United the of sanction the Map with Survey Unauthorised different Ordnance the upon reserved. are based from is plan those The copyrights 2001 shown. Utilities Utilities United and United Office.Crown Stationery H.M. of copyrights. Controller these infringe will reproduction Gra d Len gt h Re fno Co ver Fu nc Inve rt Size.x Size.y Sha pe Ma tl Grad

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Path Printed By: User By: Printed The Former Bankwood Mill, Charlesworth Flood Risk Assessment

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX H: LPA/LLFA CORRESPONDENCE

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA Kirsty Williams

From: Kirsty Williams Sent: 30 April 2014 12:35 To: '[email protected]' Subject: Bankwood Mill, Charlesworth, SK13 5ER Attachments: Location Plan.pdf

To whom it may concern,

Bankwood Mill, Charlesworth, SK13 5ER

Kind regards

Kirsty Williams Graduate Flood Risk Analyst

Betts Associates Ltd Old Marsh Farm Barns, Welsh Road, Sealand, Flintshire, CH5 2LY T ‐ 01244 288178 F ‐ 01244 288516 kirsty.williams@betts‐associates.co.uk www.betts‐associates.co.uk

1 Kirsty Williams

From: Carnelly,Joe (Environmental Services) Sent: 08 May 2014 09:00 To: Kirsty Williams Subject: 2014 05 08 EIR Response ES 2564 Williams Attachments: 20140507 - EIR Response Sheet Bankwood Mill, Charlesworth.docx

Importance: High

This email or email thread section has been classified CONTROLLED - This email requires controlled access by Council personnel only and may contain business or personal information.

Mike Ashworth Strategic Director Economy, Transport and Environment County Hall Matlock Derbyshire DE4 3AG

Minicom: 01629 533240 Email: [email protected]

Telephone: 01629 538590 Ask for: T Frost Our ref: ES 2564 Date: 8th May 2014

Dear Ms Williams

Thank you for your request dated 30.04.14.

Your enquiry was as follows:

Bankwood Mill, Charlesworth, SK13 5ER

Please see below the Environmental Information Act 2004 response:

See attached.

I hope this now satisfies your request.

However should you require a review of the response you have received to your FOI/EIR request, please follow the procedure as set out below:‐ Stage 1:

If you wish to challenge the response, please send your comments to, and wherever possible, a copy of your request and the covering letter enclosing the information or refusing your request, to:

Access to Information Solicitor Legal Services Derbyshire County Council County Hall Matlock DE4 3AG Email: [email protected]

Stage 2:

After completing the above procedure, if you wish to challenge the decision further, then you have a right to contact the Information Commissioner’s Office as follows:

Information Commissioner's Office Wycliffe House Water Lane Wilmslow Cheshire SK9 5AF

Telephone: Tel: 0303 123 1113/Fax: 01625 524510 ICO Weblink: http://www.ico.gov.uk/complaints.aspx Should you have further questions or queries, please do not hesitate to get in contact.

Yours sincerely pp Tracey Frost Business Services Officer Environmental Services tel 01629 538590 ext 38590 Best wishes Joe Carnelly Business Services Assistant Telephone: 01629 539180 Email: [email protected] Environmental Services | Room 175 |Derbyshire County Council | County Hall | Matlock | DE4 3AG

Think before you print! Save energy and paper. Do you really need to print this email?

Derbyshire County Council works to improve the lives of local people by delivering high quality services. You can find out more about us by visiting 'www.derbyshire.gov.uk'. If you want to work for us go to our job pages on 'www.derbyshire.gov.uk/jobs'. You can register for e-mail alerts, download job packs and apply on-line.

Please Note This email is confidential, may be legally privileged and may contain personal views that are not the views of Derbyshire County Council. It is intended solely for the addressee. If this email was sent to you in error please notify us by replying to the email. Once you have done this please delete the email and do not disclose, copy, distribute, or rely on it. Under the Data Protection Act 1998 and the Freedom of Information Act 2000 the contents of this email may be disclosed.

Derbyshire County Council reserves the right to monitor both sent and received emails.

Environment Information Request - Response Form

DCC REFERENCE: 2014 21

DCC CONTACT: Chris Rogers

CONTACT NAME: Kirsty Williams

CONTACT COMPANY: Betts Associates Ltd

CONTACT TEL NUMBER: 01244 288178

ADDRESS OF SITE: Bankwood Mill, Charlesworth. SK13 5ER.

DATE RECEIVED: 30/04/2014 DATE DUE: 28/05/2014

SURFACE WATER DATA: A review of Derbyshire County Council (DCC) surface water model outputs indicate that the proposed site is likely to be subject to surface water flooding during a 1 in 200 year, 3.25 hour duration flood event in its current state. The area most affected is the most southern of the old

chicken coops.

If the development proposal includes additional impermeable surface cover, this could result in increased surface water flood risk. Subsequently, DCC strongly promote Sustainable Drainage Systems (SuDS) to be incorporated within a design strategy, applying the SuDS management train. The applicant should also seek to promote betterment or meet current greenfield runoff rates taking into account the impacts of climate change.

The applicant is advised to contact DCC Flood Team should any advice on a suitable SuDS scheme for the future development be required.

FLUVIAL DATA (ORDINARY WATERCOURSE AND MAIN RIVER WHERE APPLICABLE): Flood Zone 2 of the ‘main river’ Etherow extends into the site encompassing all the old chicken coops and Flood Zone 3 extends partly into the site. Further data regarding the River Etherow should be gained from The Environment Agency (EA).

GROUNDWATER DATA: An analysis of the British Geological Survey (BGS) data is summarised below:

 The groundwater may be vulnerable to contamination therefore infiltrating water should be free of contaminants,  Groundwater is likely to be less than 3 m below the ground surface for at least part of the year,  There is a very significant potential for one or more geohazards associated with infiltration.

It is recommended that a site specific ground investigation is undertaken for the site based on the review of the BGS data.

HISTORICAL DATA: Derbyshire County Council (DCC) have received no reported historical incidences of flooding within the proposed site boundary nor within a 500 meter radius of the centre of the site. However, High Peak Borough Council or Charlesworth Parish Council may have records of flooding in the area.

WATER FRAMEWORK DIRECTIVE/WATER ENVIRONMENT DATA:

The River Etherow is currently of WFD (Water Framework Directive, 2000) ‘poor status’. No activities or works should deteriorate the status of this watercourse as the main objectives for the WFD is to prevent deterioration in ‘status’ for all waterbodies. All waterbodies should reach ‘good ecological status’ by 2015 according to the directive.

A brief review of the county ecological information shows that there have been no reported ecological records within close proximity of the site. However there are WFD constraints related to the watercourse.

OTHER RELEVANT INFORMATION AND COMMENTS:

DCC do not hold any DG5 records. Please contact the local water company. The Flood and Water Management Act (FWMA) came into force in 2010 and designated DCC as a Lead Local Flood Authority (LLFA). As of the 6th April 2012 the FWMA transposed consenting powers under the Land Drainage Act (LDA) to DCC (the LLFA), therefore any works in or nearby to an Ordinary Watercourse require consent from DCC (the consent authoriser). Upon receipt of any application (including the legislative fee) DCC has an eight week legislative period at which to make a decision and either consent or object the proposals. If you wish to make an application for works to an Ordinary Watercourse please contact the Flood Team directly.

DCC strongly promote SuDS to be incorporated within the design of a drainage strategy, applying the SuDS management train. The applicant should also seek to promote betterment or meet current

greenfield runoff rates taking into account the impacts of climate change. The applicant is advised to liaise with DCC during the development of the drainage strategy so that a suitable solution can be

reached.

Derbyshire County Council holds a suite of information that can inform site development across Derbyshire. The information within this document has been interpreted and provided by an officer from the flood risk management team.

 Historical data has been collated from a range of sources and is anecdotal. The provision of this data is suggested to act as a guide only.  Fluvial data has been provided by the EA however the applicant is advised to contact the EA for further information should the site lie within the floodplain of a Main River.  Derbyshire County Council hold BGS data under a licenced agreement and therefore are not licenced to reproduce this information into the public domain.  Derbyshire County Council have modelled surface water flooding for the whole of Derbyshire. The model output gives an indication of the broad areas likely to be at risk of surface water flooding and is intended to act as a guide only and cannot be used to identify specific properties at risk.  Further information regarding the Water Framework Directive (WFD), ecology and biodiversity should be obtained from the EA and Natural England.

COMPLETED BY: Chris Rogers DATE: 07/05/2014

CHECKED BY: Ashley Dunn JOB TITLE: Senior Technician

The Former Bankwood Mill, Charlesworth Flood Risk Assessment

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APPENDIX I: PFRA/SFRA INFORMATION

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA TECHNICAL POLICIES & HIGHWAY INFORMATION

Preliminary Flood Risk Assessment

Issue Date:10/05/2011 Final Report Page 8 of 55

TECHNICAL POLICIES & HIGHWAY INFORMATION

Preliminary Flood Risk Assessment

Issue Date:10/05/2011 Final Report Page 24 of 55

TECHNICAL POLICIES & HIGHWAY INFORMATION

Preliminary Flood Risk Assessment

Issue Date:10/05/2011 Final Report Page 30 of 55

TECHNICAL POLICIES & HIGHWAY INFORMATION

Preliminary Flood Risk Assessment

Issue Date:10/05/2011 Final Report Page 35 of 55

TECHNICAL POLICIES & HIGHWAY INFORMATION

Preliminary Flood Risk Assessment

Issue Date:10/05/2011 Final Report Page 36 of 55

TECHNICAL POLICIES & HIGHWAY INFORMATION

Preliminary Flood Risk Assessment

Issue Date:10/05/2011 Final Report Page 38 of 55

The Former Bankwood Mill, Charlesworth Flood Risk Assessment

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APPENDIX J: TYPICAL SUDS DETAILS

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA VEGETATION LAYER (TYPICAL HEIGHT 50 - DO NOT SCALE 200mm)

(A) (B) (C) PLANNING OPTIONS: A. PR-GROWN MAT B. PLUGS OR POTTED PLANTS C. SPRIGS OR SEEDS

TYPICALLY 100mm TO 115mm SUBSTRATE (GROWTH MEDIUM)

GEOTEXTILE FILTER LAYER

AGGREGATE OR GEO-COMPOSITE PROTECTION LAYER &/OR DRAINAGE LAYER WATER RETENTION GEOTEXTILE WATERPROOF MEMBRANE

INSULATION

VAPOUR BARRIER

ROOF STRUCTURE

GREEN ROOF

PRELIMINARY 300mm WIDE PEA GRAVEL VEGETATION LAYER VEGETATION BARRIER

VEGETATION LAYER

SUBSTRATE (GROWTH MEDIUM)

GEOTEXTILE FILTER LAYER

DRAINAGE LAYER

PROTECTION LAYER & WATERPROOF MEMBRANE

INSULATION

VAPOUR BARRIER TYPICAL SUDS DETAIL ROOF STRUCTURE

COLLAR WATERPROOFING MEMBRANE GREEN ROOFS DOWNPIPE CLAMPED TO COLLAR

OUTLET FROM GREEN ROOF

BETTS 101 A DO NOT SCALE

ROOFING

EASY TO CLEAN 'TAKE OUT BRUSH'

MESH

GUTTER PINE NEEDLES & LEAVES SWEPT OVER THE EDGE

CLEAR RAINWATER IN THE DOWNPIPE

RAINWATER HARVESTING RAINWATER HARVESTING

BASKET STRAINER MESH SCREEN PRELIMINARY

LEAF SCREEN CLEANER RAINWATER OVERFLOW TO TANK

RAINWATER FROM ROOF GUTTER OUTLET GUTTER FLOAT SEAL

SCREEN FIRST FLUSH CONTAMINATED RAINWATER RAINWATER TANK

CLEAN OUT CONTAMINATED POINT & VALVE RAINWATER LEAKS TO WATER THROUGH SMALL HOLE TYPICAL SUDS DETAIL TANK

RAINWATER HARVESTING

RAINWATER HARVESTING RAINWATER HARVESTING BETTS 102 A DO NOT SCALE

PERVIOUS PERVIOUS PERVIOUS PAVEMENT PAVEMENT PAVEMENT

GEOTEXTILE GEOTEXTILE GEOTEXTILE (OPTIONAL) (OPTIONAL) (OPTIONAL)

SUB-BASE SUB-BASE SUB-BASE

OUTLET OUTLET

SUBGRADE SUBGRADE SUBGRADE

TYPE A: TOTAL INFILTRATIPN TYPE B: PARTIAL INFILTRATION TYPE C: NO INFILTRATION

AGGREGATE SUB-BASE (MAY BE GEOTEXTILE (OPTIONAL - TYPES A & REPLACED WITH GEOCELLULAR BLOCKS B) OR GEOMEMBRANE (TYPE C) PRELIMINARY

LAYING COURSE 450mm MINIMUM

LAYING COURSE

SUBGRADE 50mm PERVIOUS SURFACE KERB 20 LANDSCAPING 1

TURF OVER 150mm TOPSOIL/ PAVING SLABS/ 150mm PEA GRAVEL SLOPING AWAY FROM PAVEMENT OUTLET TYPICAL SUDS DETAIL

PERFORATED PIPE PERFORATED PIPE COLLECTION SYSTEM COLLECTION SYSTEM PERVIOUS PAVEMENTS

LANDSCAPING DETAIL BETTS 105 A DO NOT SCALE

INSPECTION COVER

INLET

OIL & SEDIMENT COLLECTOR PERFORATED CONCRETE RINGS

CONCRETE CHAMBER

HIGH VOIDS MEDIA PRELIMINARY

CONCRETE WATER INFILTRATES FOOTING TO SUB - SOIL

TYPICAL SUDS DETAIL SOAKAWAY DETAILS (INCLUDING PRE-TREATMENT DEVICE) SOAKAWAYS

BETTS 108 A DO NOT SCALE

SHEET RUNOFF FROM CAR PARK

INSPECTION POINT & OVERFLOW (TO DIRECT GRASS FILTER STRIP EXCESS FLOWS TO OUTLET)

OUTLET

SUBSURFACE PERFORATED PIPE COLLECTION SYSTEM GRAVEL CURTAIN INSPECTION POINT & DRAIN OVERFLOW OVERFLOW (TO DIRECT EXCESS FLOWS TO OUTLET)

PLAN VIEW

PONDING MAX DEPTH 150mm SUBSURFACE PERFORATED PRELIMINARY PIPE COLLECTION SYSTEM INSPECTION POINT 75mm MULCH & OVERFLOW

SHEET FLOW FROM HARD SURFACE

DESIGN LEVEL 1200mm PLANTING SOIL GEOTEXTILE FILTER FABRIC

300mm SAND LAYER

GEOTEXTILE FILTER FABRIC

PERFORATED UNDERDRAIN (SINGLE PEA GRAVEL MIN TYPICAL SUDS DETAIL OR MULTIPLE ACROSS SECTION, DEPTH 200mm PERFORATED PIPE/ DEPENDING ON WIDTH) UNDERDRAIN SYSTEM MIN Ø150mm

PROFILE TYPICAL SECTION BIORETENTION APPLICATIONS

BETTS 112 A DO NOT SCALE B'

A A'

PIPEWORK BENEATH STORAGE TO BE PERFORATED

PLAN

TYPICALLY 0.5 - 1m

TYPICALLY FGL FGL 0.5 - 4.5m

PRELIMINARY

500 SECTION A - A' APPROX.

FGL

ALL DIMENSIONS AND BACKFILL, BUILD-UP AND DEPTHS DEPENDENT ON SURFACING AS APPROPRIATE REQUIRED VOLUME AND 100 MIN SAND LOCAL GROUND CONDITIONS VENTING LAYER - MIN 150mm (SINGLE CLEAN STONE 25 - 40mm) CONTAINING VENTING PIPES DETAILS TBC BY SUPPLIER GEOTEXTILE MEMBRANE COVERING TYPICAL SUDS DETAIL DETAIL 1 TOP FACE OF CELLULAR BLOCKS 1040mm DEPTH CELLULAR STORAGE BLOCKS DISTRIBUTION LAYER SECTION B - B' 100 SAND (SINGLE CLEAN STONE 20 - 40mm) CELLULAR STORAGE UNDISTURBED FORMATION 100 SAND FILLER TP PROVIDE PROTECTION FOR PERFORATED IMPERMEABLE MEMBRANE. MATERIAL AND DISTRIBUTION PIPES WITH THICKNESS TO BE CONFIRMED IN CONJUNCTION MIN 150mm SURROUND WITH GEO - MEMBRANE SUPPLIER IMPERMEABLE MEMBRANE DETAIL 1 BETTS 113 A The Former Bankwood Mill, Charlesworth Flood Risk Assessment

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX K: IMPERMEABLE AREAS PLAN

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX L: OVERLAND FLOOD FLOW ROUTING

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX M: FLOODPLAIN EXTENTS PLAN

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HYD118-THE.FORMER.BANKWOOD.MILL-FRA

The Former Bankwood Mill, Charlesworth Flood Risk Assessment

APPENDIX N: NOTES OF LIMITATIONS

The data essentially comprised a study of available documented information from various sources together with discussions with relevant authorities and other interested parties. There may also be circumstances at the site that are not documented. The information reviewed is not exhaustive and has been accepted in good faith as providing representative and true data pertaining to site conditions. If additional information becomes available which might impact our conclusions, we request the opportunity to review the information, reassess the potential concerns and modify our opinion if warranted.

It should be noted that any risks identified in this report are perceived risks based on the available information.

This report was prepared by Betts Hydro Ltd for the sole and exclusive use of the titled client in response to particular instructions. Any other parties using the information contained in this report do so at their own risk and any duty of care to those parties is excluded.

This document has been prepared for the titled project only and should any third party wish to use or rely upon the contents of the report, written approval from Betts Hydro Ltd must be sought.

Betts Hydro Ltd accepts no responsibility or liability for the consequences of this document being used for the purpose other than that for which it was commissioned and for this document to any other party other than the person by whom it was commissioned.

HYD118-THE.FORMER.BANKWOOD.MILL-FRA