Flood Risk Assessment Report

Consulng Civil, Structural & Geo-Environmental Engineers

Site Address:

Burnley Road Rawtenstall Lancashire

Paul Waite Associates Ltd Summit House Riparian Way Project Ref: 13161/I/01A The Crossing Cross Hills February 2014 BD20 7BW [email protected] www.pwaite.co.uk Report No.13161/1/01 Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. November 13

Flood Risk Assessment

Paul Waite Associates have been appointed by the RTB Partnership, to undertake a Flood Risk Assessment in support of a planning application for residential development at a site off Burnley Road in Rawtenstall, Lancashire.

Clients Details

RTB Partnership The Business Centre Futures Park Bacup Lancashire OL13 0BB

Documents Revision Status

ISSUE: DATE COMMENTS

‐ November 4, 2013 FINAL

A February 10, 2014 FINAL ‐ Revised following updated development plans

Report No.13161/1/01 Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. November 13

Contents

Executive Summary 1 1.0 Introduction 3 2.0 Approach to the Flood Risk Assessment 4 2.1 Approach 4 2.2 Application of the Sequential and Exceptions Test 4 3.0 Site Details 6 3.1 Location 6 3.2 Former/Current Use 6 3.3 Proposals 6 3.4 Boundaries 7 3.5 Topography 7 3.6 Existing Drainage 8 3.7 History of Flooding 9 3.7.1 British Hydrological Society – Hydrological Events 9 3.7.2 Internet Search for Historical Flooding 9 3.7.3 Lancashire Area PFRA Document (2011) 9 3.7.4 Rossendale Borough Council SFRA (May 2009) 11 3.7.5 Environment Agency Data – Historic Flooding 11 4.0 Flooding Mechanisms 12 4.1 Fluvial: Limy Water 12 4.1.1 General 12 4.1.2 Modeled Flood Level Data 13 4.1.3 Overtopping 14 4.1.4 Climate Change 15 4.1.5 Infrastructure Failure: Blockage 16 4.1.6 Conclusion 17 4.2 Artificial Water Sources: Reservoirs 17 4.3 Pluvial Sources 18 4.3.1 Sewer Flooding 18 4.3.2 Increase in Surface Water Runoff 19 Report No.13161/1/01 Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. November 13

4.4 Groundwater 25 4.5 Overland Flow 25 4.6 Ponding 26 5.0 Material Consideration In Respect of the National Planning Policy Framework 27 5.1 Environment Agency Flood Map 27 5.2 Finished Development Levels 28 5.3 Flood Resistance/Resilience Measures 28 5.4 Flood Protection Equipment 29 5.5 Access and Egress 30 5.6 Flood Warning 35 5.7 Flood Evacuation Plan 37 5.8 Safe Refuge 38 5.9 Flood Conveyance Routes 39 5.9 Compensatory Flood Storage 39 5.10 Easements 40 6.0 Conclusions and Recommendations 41

Tables

Table 1: Exceptions and Sequential Test 4 Table 2: Sources of Flooding 12 Table 3: Limy Water Model Results Node Ref. ea0140LIMY01_1115 14 Table 4: SUDs Planner 21 Table 5: Existing Greenfield Runoff Rates (Site Area = 0.25Ha) 24 Table 6: Indicative Attenuation Volumes 24 Table 7: Typical Flood Proofing Measures 29 Table 8: Guidance on Debris Factors for Different Flood Depths, Velocities and Dominant Land Uses (Table 3.1 FD2321/TR1) 32 Table 9: Velocity, Depth and Flood Hazard Matrix 32 Table 10: Flood Hazard Rating for Safe Access/Egress Route 33 Table 11: Environment Agency Flood Warning Codes 36 Table 12: Volume Displacement Due to Building Footprint (Steps and Lobby Area) 40 Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

Figures

Figure 1: Location Plan – Existing Site off Burnley Road, Rawtenstall, Lancashire 6 Figure 2: Existing Site Viewed North East along Burnley Road 7 Figure 3: Position of Existing Gully Viewed South West towards the Site Access 8 Figure 4: Lancashire PFRA – Past Flood Event Locations 10 Figure 5: Limy Water Taken from Over the North East Boundary 13 Figure 6: Limy Water Viewed at the Head of the Culvert Section (BP Garage) 14 Figure 7: Constable Lee Road Bridge 15 Figure 8: Risk of Flooding from Reservoirs 18 Figure 8: Environment Agency Flood Map 27 Figure 9: Typical Flood Resilience/Resistance Measures 30 Figure 11: Pedestrian Route & Levels from the New Building 34 Figure 11: Environment Agency Flood Warning Coverage Map 35 Figure 12: Suggested Evacuation Route to St James the Less School in Flood Zone 1 38

Appendices

APPENDIX A Aerial Photographs APPENDIX B Topographical Survey APPENDIX C Proposed Development Plans APPENDIX D Environment Agency Data APPENDIX E United Utilities Sewer Records APPENDIX F Local Borehole Logs & Soilscape Map APPENDIX G SUD’s Planner APPENDIX H Greenfield Runoff Rates APPENDIX I Indicative Attenuation Volumes APPENDIX J Flood Extent Plans

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

Executive Summary

The proposed development comprises 16No new apartment units with associated car parking located off Burnley Road, within the Lancashire Town of Rawtenstall.

The development covers an area approximating 0.25 Hectares; and is located within Flood Zone 3 of the Environment Agency Flood Map; and therefore has a risk of flooding from fluvial sources.

The primary source of flood risk to the development is identified to be from local watercourse Limy Water, which is situated directly adjacent to the east boundary of the site.

From a topographical survey of the site, levels within the site range from 178.7mAOD up to 179.87mAOD; with an average ground level at the location of the new building of 179.15mAOD.

The 1 in 75 year; 100 year and 1 in 1000 year flood levels for estimated as 179.23mAOD, 179.34mAOD and 179.45mAOD respectively; and undertaking a direct comparison indicates that the site is likely to become inundated during the 1 in 75 year flood event.

In conclusion it is confirmed that Limy Water presents a flood risk at the site.

As such the following measures have been; or are recommended to be included within the design of the site:

 Lobby area set at a level of 180.00mAOD i.e. elevated above the 1 in 1000 year flood level  Ground floor accommodation set at a level of 181.00mAOD which again is elevated above the 1 in 1000 year flood level  Open undercroft area provided to prevent impedance of flood conveyance routes and the displacement of flood storage volumes; hence ensuring that flooding is not increased elsewhere as a result of the development.  Flood storage compensation is to be provided through ground re‐profiling and careful design of levels within the proposed car park area.  Suitable flood resistance/resilience measures are to be incorporated into the building design i.e. non‐return valves; elevated electricity sockets etc…, where appropriate.  Residents/Housing organisation advised to sign up to receive flood warnings from the EA’s Flood Warning’s Direct Service.  Evacuation plan/procedure to be devised and implemented; undertaking assistance/consultation with Rossendale Emergency Planning Team.

Surface water runoff rates and volumes will be increased as a result of the development.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

On‐site investigation indicates that surface water from previous development was directed via an outfall into Limy Water.

Approved Document H of the current Building Regulations sets out a hierarchy for disposal of surface water from new development, as listed below in order of preference:

 Infiltration via soakaway or other infiltration device  Watercourse  Sewer

A desk‐top study suggests that local ground conditions are unsuitable for disposal of surface water via infiltration methods such as soakaways; and as such it is recommended that the existing outfall into Limy Water is re‐utilised.

Greenfield run off rates for the proposed development have been estimated at 2.43 l/s; 4.75 l/s; and 5.82 l/s for the 1 in 1 year; 1 in 30 year; and 1 in 100 year plus climate change events respectively.

Discharge into the watercourse, should be restricted to greenfield runoff rates or a minimum of 5l/s whichever is the highest; to prevent an increase in surface water flooding occurring as a result of blockage.

Flows in excess of these values should be attenuated on‐site up to the 1 in 100 year plus climate change event. Some flooding is permitted during this event; however flooding must be retained within the site; and not be allowed to migrate beyond the site boundary.

An evaluation of SUDS indicates that source control methods such as permeable paving, green roof technology, or rainwater harvesting; with online/offline attenuation volume provided by large diameter pipes or geo‐cellular storage crates; are suitable for inclusion with a drainage strategy for the proposed development.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

1.0 Introduction

Paul Waite Associates have been appointed to undertake a Flood Risk Assessment in support of a planning application for proposed residential development located on land off Burnley Road in Rawtenstall, Lancashire

The development covers an area approximating 0.25 Hectares and is shown to be situated within Flood Zone 3 of the Environment Agency Flood Map, which is defined as land assessed as having a 1 in 100 or greater annual probability of river flooding (>1%) or a 1 in 200 or greater annual probability of flooding from the sea.

The primary source of flood risk to the proposed development site has been identified as Limy Water, however other sources of flooding have been considered within this assessment.

It is usual for the Environment Agency to raise an objection to development applications within the functional floodplain or Zone 2 or 3 of the flood map until the question of flood risk has been properly evaluated. The Agency will also object to developments where the total site area is in excess of 1 Hectare until suitable consideration has been given to surface water runoff.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

2.0 Approach to the Flood Risk Assessment

2.1 Approach

A topographical survey of the site was undertaken by TriCAD Solutions Limited all levels and coordinates relate to OSGB36 using GNSS data. As such, the levels provided by the topographical survey have been utilised within this report.

The requirements for flood risk assessments are generally as set out in the ‘Technical Guidance to the National Planning Policy Framework’, published in March 2012; and in more detail from the Environment Agency’s ‘Standing Advice on Flood Risk’ available from http://www.environment‐agency.gov.uk/reasearch/planning/82584.aspx.

2.2 Application of the Sequential and Exceptions Test

The risk based sequential test should be applied at all stages of planning. Its aim is to steer new development to areas at the lowest probability of flooding, within Zone 1. The flood zones are the starting point for the sequential approach.

The development is shown to be situated within Flood Zone 3 of the Environment Agency Flood Map, which is defined as land assessed as having a 1 in 100 or greater annual probability of river flooding (>1%) or a 1 in 200 or greater annual probability of flooding from the sea.

Proposals for the site incorporate a 16No residential apartments and as such Table 2 of the Technical Guidance to the National Planning Policy Framework (March 2012) indicates that the development is classified as ‘more vulnerable’.

Table 1: Exceptions and Sequential Test Flood Risk Essential Water Highly More Less Vulnerability Infrastructure compatible Vulnerable Vulnerable Vulnerable Classification Zone      1

Zone Exception Test     Flood 2 required Zone Zone Exception Test Exception Test    3a required required

Zone Exception Test     3b required

 Development is appropriate  Development should not be permitted

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

The site is identified as a Category 2 development within the 2010 SHLAA document (Site ID 670) published by Rossendale Council; as the mapping undertaken by Scott Wilson for the Rossendale SFRA places the development within Flood Zone 2.

As the development is situated outside of Flood Zone 1, it is advised that a Sequential/Exceptions Test may be required by the LPA; in accordance with the requirements of the NPPF.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

3.0 Site Details

3.1 Location

The site is centred on ordnance survey grid reference SD810235.

An Ordnance Survey plan, indicating the location of the property is presented below.

Figure 1: Location Plan – Existing Site off Burnley Road, Rawtenstall, Lancashire

Proposed Development

Source: www.streetmap.co.uk

3.2 Former/Current Use

An aerial photograph from Google Earth Circa 2000 shows existing development within the red‐line development boundary, however by 2005 the building had been demolished (see Appendix A)

Information ascertained from an internet search indicates that from the late 1970’s/early 1980’s up to the period 2000‐2005; the site accommodated a nursing home.

Aerial photographs of the site are provided for reference within Appendix A.

3.3 Proposals

Proposals the development at the site comprises construction of 16No residential apartments; with associated car parking.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

A plan illustrating the latest development proposals is attached within Appendix C of this report.

3.4 Boundaries

The application site is situated within the Lancashire town known as Rawtenstall; at a distance of approximately 750 metres to the north east of Rawtenstall Town Centre.

The north boundary of the site has garages directly in front of it, with Limy Water flowing in a southerly direction along the east side of the development. Burnley Road forms the west boundary; and St James the Less Church located immediately to the south.

Direct vehicular access into the site is available from Burnley Road.

Figure 2: Existing Site Viewed North East along Burnley Road

Image: Google Earth

3.5 Topography

The topographical survey indicates that a high point of 179.87mAOD is located at the north west corner and a low point of 178.70mAOD at the south west corner of the site.

The existing access onto Burnley Road has a level of 179.18mAOD; and it is noted that due to thick vegetative cover; the extent of the survey along the riverside boundary is limited.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

3.6 Existing Drainage

The topographical survey shows a gully in the centre of the hard surfaced area which formerly served car parking at the now‐demolished residential care home site.

The route of surface water flow from the gully has not been traced; however on‐site inspection revealed an existing outfall from the site to Limy Water.

As such; due to the proximity of the watercourse; it is surmised that where topography allows, surface water runoff from the site drains via the outfall into Limy Water.

It is believed that the remainder of the site drains overland towards Burnley Road; where runoff is intercepted by road gullies along the highway.

Figure 3: Position of Existing Gully Viewed South West towards the Site Access

Image: C.Vose (PWA)

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

3.7 History of Flooding

3.7.1 British Hydrological Society – Hydrological Events

A search on the British Hydrological Society Chronology of British Hydrological Events website (http://www.dundee.ac.uk/geography/cbhe) found one incident of flooding relating to Limy Water in 1950.

 Crawshawbooth, above Rawtenstall: Urban flooding seriously affecting the ancient Quaker Meeting House [Limy Water tributary of the Irwell]

It is advised that this recorded incident was in excess of 1.5 kilometres away from the proposed development and no incidents of flooding were found within the BHS records within close proximity of the site at Burnley Road.

3.7.2 Internet Search for Historical Flooding

Undertaking an internet based search for flooding confirmed that Rawtenstall and Bacup have flooded in the past, most recently in 2012. However reports from www.thisislancashire.co.uk indicate that the worst affected areas in Rawtenstall were concentrated at St Mary’s Roundabout; near to the Fire Station; Railway Station; and Tesco; notably downhill and at a distance approximating 1 kilometre south of the proposed development.

The Environment Agency Flood Warning Area has identified the following areas at risk of flooding generally within Rawtenstall:

‘Areas at risk include properties adjacent to Limy Water from Brittania Mill to Mill Road. Including Stoneholme road, Crawshaw Grange and Burnley Road.’

At the time of writing there are no flood warnings issued for Limy Water; and it is noted that the flood warning status of the area was last updated by the EA on 16th March 2011.

3.7.3 Lancashire Area PFRA Document (2011)

A Preliminary Flood Risk Assessment (PFRA) published jointly by Lancashire County Council; Blackpool Council; and Blackburn with Darwen Council in May 2011 to inform the preparation of future Local Flood Risk Management Strategies as required by the Flood Risk Regulations 2009 and the Flood and Water Management Act 2010 (FWMA).

The document identifies key flood risk areas within Lancashire area and fulfils the Lead Local Flood Authorities obligations under the requirements of the Flood Risk Regulations 2009 (FRR).

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

The PFRA is a high level screening exercise that brings together readily available information from a number of sources to assess local flood risk.

Figure 4: Lancashire PFRA – Past Flood Event Locations

Rawtenstall

Image: Extract from Central Lancashire County Council PFRA (2011)

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

Past Flood Risk

Initial data collection indicated 420No incidents of historic flooding across the Lancashire area, from local authority records. Records obtained from United Utilities added a further 32No incident of flooding, due to exceedance of the sewer system capacity.

Records indicate that historic flooding is clustered most notably in the areas of Lancaster, Morecombe, Blackpool, Preston, and Bacup in Rossendale.

It is highlighted that whilst there are 2No incidents of historic surface water flooding highlighted within Bacup; there are no significant incidents shown at Rawtenstall.

A map illustrating key areas of historic flooding is provided within Figure 4.

3.7.4 Rossendale Borough Council SFRA (May 2009)

A Strategic Flood Risk Assessment for the Rossendale area was undertaken by Scott Wilson and published by Rossendale Borough Council in May 2009.

Records of historic flooding throughout the Rossendale area are provided within Appendix A of the SFRA report; with incidents relevant to Limy Water in close proximity to the application site listed below:

 October 1980: Fluvial Flooding  January 1995: Channel capacity exceeded  October 1998: Channel capacity exceeded  1999: 8No Properties affected  January 1999: Fluvial Flooding  March 1999: Channel capacity exceeded  July 1999: Channel capacity exceeded  June 2002: Caused urban flooding  June 2002: Flooding at Constable Lee  June 2002: Blocked Culvert

3.7.5 Environment Agency Data – Historic Flooding

A historic flood map has been provided by the Environment Agency; which highlights that the site has had a history of flooding. The flood event depicted within the data provided indicates that the channel of the watercourse was exceeded at the site in January 1995.

No other details regarding specific flooding at the location of the development site has been provided.

The relevant map is provided for reference within Appendix D of this report.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

4.0 Flooding Mechanisms

Table 2: Sources of Flooding Source/Pathway Significant? Comment/Reason Fluvial Yes Limy Water Approximately 40Km from coast, River Tidal/Coastal No Irwell not affected. Leeds & Liverpool Canal approximately Canal No 8Km away. Reservoir Yes Clowbridge Reservoir Pluvial (urban drainage) No Site is under 1 Hectare SFRA states no records of groundwater Groundwater No flooding found during the study. Overland flow No Site located within a steep sided valley Blockage Yes Culverted Sections of Limy Water Infrastructure failure Yes Culverted Sections of Limy Water No evidence of depressed ground levels Rainfall Ponding No or ponding within the site boundary.

4.1 Fluvial: Limy Water

4.1.1 General

Limy Water is a tributary of the River Irwell and is formed by a combination of overflow from Clowbridge Reservoir; small tributaries such as Gin Clough; and streams originating within moorland around Dunnockshaw, Love Clough, Good Shaw Fold, Good Shaw, Crawshawbooth, and Reeds Holme.

Its confluence with the River Irwell is located at Bocholt Way in Rawtenstall, near Rawtenstall Railway Station approximately 1Km south of the development.

Limy Water is classified as a main river and runs primarily in a north to south direction. On its route from Clowbridge to Rawtenstall, the watercourse is predominantly channelized and passes through and beneath many culverts and bridges. It is noted that the watercourse passes beneath Burnley Road a total of 7No times before reaching the River Irwell.

The nearest bridge to the site, known as Constable Lee Bridge, is located approximately 40 metres upstream of the proposed development site. A photograph of the bridge is provided within Figure 7.

The watercourse crosses under the road from west to east, and then flows in open channel along the east side of the development for approximately 180m before entering a culvert next to the BP garage. Limy Water emerges from the culvert ay a location just after the old fire station on Burnley Road. The upstream face of the culvert is illustrated within Figure 6.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

The development site is elevated along the bank of the watercourse; which is located immediately adjacent to its east boundary. There are no formal flood defences providing protection to the site from flooding; and a therefore the risk associated with overtopping of the river bank needs to be assessed in detail.

The Irwell Habitat Improvement Report September‐December 2011 published by the Environment Agency; indicates that a redundant weir on Limy Water has been removed; to help improve the river environment and allow migration of fish to spawn. This action is likely to also improve the general flow of water through the channel.

Figure 5: Limy Water Taken from Over the North East Boundary

Image: C.Vose (PWA)

4.1.2 Modeled Flood Level Data

The Environment Agency has provided modelled flood level data for Limy Water at five different locations along the watercourse in close proximity to the proposed development site.

The nearest model node to the site is known as ea0140LIMY01_1115 (point 3); and has therefore been used to assess the flood risk associated with the watercourse within the site.

The modelled flood data for all nodes is provided within Appendix D; and a summary provided below within Table 3.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

Table 3: Limy Water Model Results Node Ref. ea0140LIMY01_1115 10 year 20 year 75 year 100 year 1000 year Data Event Event Event Event Event Water 178.88 179.02 179.23 179.34 179.45 Level (m) Flow 14.24 16.45 20.12 22.10 23.64 (m3/s)

Figure 6: Limy Water Viewed at the Head of the Culvert Section (BP Garage)

Image: C.Vose (PWA)

4.1.3 Overtopping

External ground levels at the proposed development site range from 178.70mAOD to 179.87mAOD. The area within the central part of the site has a level averaging 179.00mAOD.

From the limited data available, river bank levels range from 178.16m AOD to 179.15m AOD; and levels along the boundary fence line range from 179.26mAOD to 179.43mAOD.

The modelled flood levels within Limy Water adjacent to the development indicate that the retained wall forming the river bank is likely to overtop during the 1 in 10 year event.

However owing to the steep bank rising above the wall; the site is only likely to be inundated during flood events in excess of the 1 in 75 year return period.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

Ground levels within the south west corner of the site suggest that inundation of a small area is possible during the 1 in 10 year and 1 in 20 year events; however it is noted that due to topography within the site, this is not likely to be as a result of direct flooding from the river; but flood water encroaching into the site from Burnley Road or the Church located along the south boundary.

During the 1 in 75 year event; the depth of flooding within the site is estimated to be 0.23 metres; increasing to 0.34 metres during the 1 in 100 year event.

Consequently during such an event, it is considered likely that the existing site is likely to become inundated to a depth approximating 0.36m.

Figure 7: Constable Lee Road Bridge

Image: C.Vose (PWA)

4.1.4 Climate Change

In accordance with Table 5 of the Technical Guidance to the National Planning Policy Framework a 20% increase should be applied to peak river flows beyond the year 2025 to provide an appropriate increase resulting from climate change over the lifetime of any development.

Unfortunately the Environment Agency has not provided modelled flood levels for the 1 in 100 year plus climate change event.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

Estimated flows within Limy Water for each return period have been provided; and application of a 20% increase suggests a flow of 26.52m3/s during the 1 in 100 year plus 20% climate change event.

It is highlighted that this value is significantly greater than the flows estimated for Limy Water during the extreme 1 in 1000 year event; and therefore is considered to overestimate the impact of climate change on flood levels within Limy Water.

As such, for calculation purposes, the modelled flood level for the extreme 1 in 1000 year event i.e.179.45mAOD has been used.

As such, the site is likely to become flooded to a depth approximating 0.45m.

4.1.5 Infrastructure Failure: Blockage

Where watercourses have been enclosed i.e. bridged or culverted, there can be a potential for blockage and/or insufficient capacity to convey peak flows; and flooding can arise due to subsequent backing up of water upstream from such a structure.

Under such conditions, it is likely that water will overtop the banks of the watercourse, flowing overland towards the areas with the lowest topography.

The commonest causes for blockages include:  Collapsed culverts  Fallen trees  Accumulated debris

Rossendale’s SFRA shows the majority of flooding within the area is caused by exceeding culvert capacity and blockage of culverts.

There are two potential risks to the site from blockages;

 The first is from the culvert located approximately 80m downstream of the site where Limy Water passes under the BP garage towards the junction at Newchurch Road. Under extreme flood conditions, in the event that the culvert was to become blocked; the water level within Limy Water is likely to rise until it overtops the bank and enters the site; or until the blockage is removed.  The second is the Constable Lee Road Bridge which allows Limy Water to pass under Burnley Road approximately 50m upstream of the proposed development. In the event that the bridge opening was to become blocked it would cause flooding immediately upstream of the bridged section of watercourse. Due to the general topography of the area, flood water is likely to be conveyed south along Burnley Road, and as such inundation of the site from the west boundary may occur.

Reviewing the Environment Agency’s Routine Maintenance Program for 2013/14, indicates that Limy Water (Rossendale), is scheduled for the following:

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

 Weed cut by hand  Weed cut by machine  Maintain channel } April – December 2013  Obstruction removal  Environment management

 Grass cut by hand  Grass cut by machine  Vermin control April – August 2013  Tree work }  Defence repair  Flood reservoir work

 Maintain structures July 2013 – March 2014 }

 Condition inspection  Operational inspection April 2013 – March 2014  System monitoring }  System operation

Accounts of historic flooding from Limy Water within the Rawtenstall area cite channel exceedance and blockage as the main contributing factors. It is noted that whilst the Environment Agency makes every effort to inspect and maintain the channel and culverts along the watercourse on a regular basis; the risk of flooding due to infrastructure failure and in particular blockage, cannot be completely eliminated.

4.1.6 Conclusion

Limy water presents a flood risk to the proposed development at Burnley Road, Rawtenstall.

4.2 Artificial Water Sources: Reservoirs

Clowbridge Reservoir has been listed within Table 2 Sources of flooding. The reservoir is operated and maintained by United Utilities and is situated approximately 4.8 kilometres to the northeast of the development site.

It is highlighted however that reservoir flooding is extremely unlikely to happen; and there has been no loss of life in the UK from reservoir flooding since 1925.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

All large reservoirs must be inspected and supervised by reservoir panel engineers. As the enforcement authority for the Reservoirs Act 1975 in England, the Environment Agency ensures that reservoirs are inspected regularly and essential safety work is carried out.

In the event that the reservoir fails; a deluge of water would be released into Limy Water. Due to the location of the site i.e. along the banks of Limy Water downstream from Clowbridge Reservoir; the proposed development is likely to be affected; with flooding occurring with little or no warning.

Overall however Clowbridge Reservoir is considered to present a low flood risk to the proposed development.

Figure 8: Risk of Flooding from Reservoirs

Proposed Development

Source: www.environment‐agency.gov.uk

4.3 Pluvial Sources

4.3.1 Sewer Flooding

The Rossendale SFRA document indicates that there are some instances of historic flooding resulting from sewer flooding i.e. pluvial sources; however there are no details available to suggest that such flooding is likely to have an impact on the proposed development off Burnley Road in Rawtenstall.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

News reports indicate construction works on a £7million scheme has recently begun by United Utilities in order to prevent the discharge of undiluted sewage into the River Irwell and Limy Water during heavy flood conditions.

The project includes work at land off the A682 near New Hall Hey Road, the junction of Bank Street and St Mary’s Way, Bacup Road near the junction with Bury Road, the Ilex Mill car park, off Fall Barn Road, and the car park in Highfield Road, Waterfoot.

It is advised that Council officials regularly meet with the United Utilities, Lancashire County Council and the Environment Agency as part of a joint working group to monitor flooding issues within the Rossendale area.

Furthermore it is reported that following the severe flooding of 2012, a number of successful flood management schemes have been delivered throughout Rossendale; which include culvert and drainage ditch improvements at Hardman Avenue in Rawtenstall, Irwell Vale, Phillipstown, Lord Street in Crawshawbooth, Sandybank in Waterfoot, Bacup’s Bankside Lane and Tor End Road in Helmshore.

In conclusion whilst there is currently a significant risk of pluvial flooding within Rawtenstall town centre; this will be reduced following completion of the sewer improvement works; and as such the risk of sewer flooding at the application site is considered to be low.

4.3.2 Increase in Surface Water Runoff

General

The total area within the site boundary approximates 0.25 Hectares; and is comprised of a previously developed plot; which has been derelict for a period in excess of 5 years.

Proposals for the site include 16No residential apartments, with associated car parking.

Following development, the roof and hardstanding areas within the site will be increased; and the rate and volume of surface water discharged from the development will be increased above existing values. Therefore it is considered that attenuation of surface water flows prior to discharge will be required at the application site.

The hierarchy for disposal of surface water from new development is outlined within ‘The Building Regulations Approved Document H’ and specifies the following methods in order of preference:

 Infiltration via soakaway or other suitable infiltration device  Discharge to watercourse  Discharge to public sewer

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Infiltration

A site investigation report for the proposed development is not currently available, and therefore in order to assess the potential for infiltration methods to dispose of surface water from the site, an investigation of the general ground conditions within the area surrounding the development has been undertaken.

Catchment wide data for the site was obtained from the Flood Estimation Handbook i.e. the FEH CD‐ROM (V3.0), which indicates that the SPRHOST (Standard Percentage Runoff) for the site has a value of 41.6%.

Through experience, this value is considered high and generally represents ground which is likely to be unsuitable for the dissipation of surface water flows via infiltration.

To further investigate, a review of historic borehole logs has been untaken. The nearest borehole is located approximately 130m north west to the proposed development at Hazel Grove; and the British Geological Society records show that the ground comprises the following:

 0 ‐ 2.8m Stiff brown sandy clay with gravel and cobbles  2.80 – 3m Stiff brown silty sandy clay  3 – 7.4m Medium dense to dense brown silty fine sand  7.4 – 8.5m Stiff grey brown silty sandy clay with gravel  8.5 – 9.5m Firm grey brown silty sandy clay

Water was struck at 3.45m, the level of which rose within the borehole after 20 minutes, to 2 metres below ground level. This indicates a relatively shallow groundwater levels within the Rawtenstall area.

Information from the National Soil Resource Institute: www.landis.org.uk/soilscapes details the development area as being situated on ground with freely draining rich loamy soils.

Although ground conditions suggest that infiltration methods may be suitable for inclusion within the surface water drainage system for the development, due the possibility of shallow groundwater; and evidence of historic discharge to watercourse; the disposal of surface water from the proposed development via infiltration methods is not considered overall to be a feasible option.

A copy of the borehole logs and ‘Soilscape’ map which have been reviewed is provided within Appendix F of this report.

Watercourse

The nearest watercourse to site is Limy Water, located immediately adjacent at north east boundary of the application site. There is an existing outfall from the site to the

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watercourse; which will be re‐used as part of the drainage scheme for the new development.

Examination of Sewer Records

United Utilities sewer records show a 150mm diameter foul pipe from the site connecting to a 450mm diameter combined sewer on Burnley road.

There is also a 225mm diameter surface water pipe running along Burnley Road next to the entrance to site.

Sustainable Urban Drainage Systems (SUDs)

The Local Authority and Environment Agency advocates that surface water runoff should be controlled as near to its source as possible, through a sustainable approach to surface water management (SUDs). This approach involves using a range of techniques such as soakaways; swales; and other methods to reduce flood risk by mimicking natural drainage characteristics; thereby slowing down the discharge of surface water runoff into receiving watercourses and sewer systems.

The SUDS Planner module from MicroDrainage Windes has been used to quickly identify SUDs techniques which may considered suitable for incorporation into the proposed drainage system for the new residential development.

In summary the following methods for dealing with surface water from the development site are found to be the most suitable:

Table 4: SUDs Planner SUDS Criteria Rank 1 Rank 2 Rank 3 Infiltration Hydrological Permeable Paving Infiltration Basin Trench/Soak Away Infiltration Land Use On/Offline Storage Dry Detention Trench/Soak Away Filtration Site Features On/Offline Storage Green Roof Techniques Community & Storm Water Bio‐retention Grasses Filter Strip Environment Wetlands Economics & Wet Pond Green Roofs Dry Detention Maintenance Total On/Offline Storage Green Roof Permeable Paving

1. Online/Offline Storage

This is a traditional form of surface water attenuation and may be provided via online or offline structures such as oversized pipes; or shallow attenuation structures such geo‐ cellular crate systems e.g. Hydro‐International’s Stormcell System or similar.

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These structures may be easily placed within either hardstanding or landscaped areas to provide ease of access for maintenance purposes.

2. Source Control Methods

In the event that the proposed development is to be assessed as part of BREEAM’s Code for Sustainable Homes; in order to achieve the mandatory requirements, surface water runoff volume leaving the development will need to be limited to pre‐development values for the 1 in 100 year 6 hour duration event.

This is usually achieved via infiltration; however it has already been established that this method for disposing of surface water runoff from the development is not considered to be a viable option for the site off Burnley Road Rossendale.

As such, the Developer should consider reducing surface water runoff volumes using Source Control methods such as green roof technology or rainwater harvesting.

It is highlighted that a failure to offset any increase in surface water volume; will mean that the mandatory requirements of SUR1 (surface water management) will not be met; and accreditation in regard to the Code for Sustainable Homes is likely to be jeopardised.

a) Green Roofs

Green roofs comprise of a multi‐layered system that covers the roof of a building with vegetation cover, and/or landscaping over a drainage layer.

They are designed to intercept and retain rainfall thereby reducing the volume and attenuating peak surface water flows.

Whilst this method has a number of advantages, such as provision of ecological; amenity and aesthetic benefits; the cost of installation is increased compared to traditional roof materials; and on‐going maintenance of the roof vegetation can prove difficult.

The end‐use; construction costs; and maintenance budget/schedule of the development will therefore be key constraints in regard to the decision to include this method of source control into the drainage scheme for the redeveloped site. b) Rainwater Harvesting

Rainwater harvesting provides a source of non‐potable water, for purposes such as car washing; toilet flushing; and watering gardens etc…

This SUDS solution, like green roof technology, is also designed to provide interception storage i.e. acts to reduce the volume of surface water leaving the proposed development; thereby helping to alleviate the current pressures on the receiving watercourse.

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It is highlighted that collection of rainwater via water butts is not classed as a rainwater harvesting solution, in terms of BREEAM accreditation. The inclusion of rainwater harvesting and/or green roof technology will be determined by the Developer and/or Architect during the detailed design stage of the project. c) Permeable Paving

Permeable paving may be used to provide shallow attenuation of surface water runoff; prior to discharge into a receiving watercourse or on‐site drainage system.

This type of solution is therefore appropriate within car park areas or shared driveways only; which are located outside of any adoptable part of the proposed drainage system.

Existing Greenfield Runoff Rates

Table 1 of the Joint DEFRA/EA R&D Technical Report ‘Preliminary Rainfall Runoff Management for Developments’ (W5‐074/A/TR/1) published in January 2012 provides the appropriate methodologies for calculating peak greenfield runoff rates.

For developments smaller than 50 Hectares in size, one of the two following approaches may be utilised:

 The Institute of Hydrology (IH) Report 124 Flood Estimation for Small Catchments (1994) method can be used to estimate the greenfield site flow rate, QBAR (the Mean Annual Flood).  The Index Flood, QMED (the median of the set of annual maximum flood peaks) regression equation that forms part of the FEH statistical method can also be used where the appropriate parameters are known or can be derived/ estimated.

Where developments are smaller than 50Ha, the analysis for determining the greenfield index flood flow rate should use 50Ha in the formula and linearly interpolate the flow rate value based on the ratio of the development area.

FSSR 14 can be used to convert QMED to QBAR.

FSSR 2 and 14 regional growth curve factors can be used to calculate the greenfield peak flow rates for 1, 30 and 100 year return periods.

For the purposes of this assessment, the IOH124 Method for Small Catchments has been adopted; utilising the Source Control Module of industry standard software known as MicroDrainage Windes.

A summary of the calculation results is tabulated below; with full output provided within Appendix H of this report.

The area used for the calculation purposes is 0.25Ha

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Table 5: Existing Greenfield Runoff Rates (Site Area = 0.25Ha) Peak Flow Peak Flow Return Hydrometric Peak Flow Q (l/s) Rate 50Ha Rate Site Period Area BAR Rate (l/s/ha) (l/s) (l/s) 1 in 1 year 487.1 9.74 2.43 1 in 30 year 949.3 18.99 4.75 10 559.9 1 in 100 1164.6 23.292 5.82 year

Note: The size of aperture required to limit flows to a rate less than 5l/s is small; which is likely to increase the risk of surface water flooding at the site resulting from blockage. As such, surface water flow to the watercourse will be restricted to existing greenfield runoff rates or a minimum of 5l/s whichever is the highest.

Flows in excess of this will be attenuated on‐site prior to discharge to the adjacent Limy Water.

Attenuation Requirement

Evaluation of the latest development plans provided by the Client indicates that the impermeable area attributed to roof, road and other hardstanding is increased from 0 Hectares to 0.167 Hectares. This equates to 67% of the total site area.

The preliminary drainage strategy incorporates the top ranked SUDS method resulting from the evaluation detailed within Table 4.

The natural drainage path i.e. topography of the development; along with the drainage hierarchy set out within the Building Regulations; has determined that the discharge of surface water from the development to the watercourse (Limy Water) located along the north east boundary of the site, is the most appropriate solution.

It is recommended that existing outfall is used to discharge surface water into Limy Water.

Using MicroDrainage Source Control, indicative volumes required for attenuating surface water runoff from the new development have been evaluated; and are tabulated below.

Table 6: Indicative Attenuation Volumes Indicative Surface Water Storage Return Period Volume (m3) 1 in 1 year 4.8 ‐ 13.0 1 in 30 year 24.0 ‐ 45.0 1 in 100 year 34.0 ‐ 62.0 1 in 100 year + 30% Climate Change 52.0 ‐ 90.0

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For discharge into watercourse the Environment Agency attenuation to be provided for the 1 in 100 year plus climate change event.

It is noted that some flooding may be permitted during the 1 in 100 year plus climate change event; however flood water may not be permitted to enter buildings on‐site or migrate beyond the site boundary.

Layout

The purpose of this report is to demonstrate that a surface water drainage strategy is feasible for the site given the development proposals and land available.

The site layout provides the opportunity for the inclusion of SUDS, ensuring that surface water runoff rates and volumes are maintained at pre‐development levels or a minimum of 5l/s whichever is the highest.

Foul Drainage

It is proposed that foul drainage from the development will be directed to the combined public sewer system located on Burnley Road.

4.4 Groundwater

The following extract is from Rossendale Borough Council’s SFRA document:

‘No records of groundwater flooding were found over the course of the study.’

It is concluded that groundwater flooding presents a minor risk to development within the Rossendale area; and as such further investigations pertaining to this source of flooding at the application site have not been undertaken.

4.5 Overland Flow

Flooding from this source generally occurs when the infiltration capacity of land is exceeded and excess rainwater flows overland. Flooding from this source occurs as a result of an accumulation of water within topographic depressions and at areas where its flow route is impeded.

Severe rainfall events, steep slopes, soils, geology and land management all contribute to the effect and severity of flooding resulting from overland flow.

A natural high point approximating 335mAOD is located at Cribden Flats, approximately 1 kilometre to the west of the site. Runoff from the catchment is generally directed towards Limy water via Cribden Clough and a network of small watercourses.

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Cribden Clough is formed at the base of a steep valley; and therefore is it unlikely that excess flow will be directed away from its natural route.

Furthermore due to the location of existing development to the west of Burnley Road, it is considered that overland flow routes are to some extent intercepted prior to reaching the application site.

In conclusion, overland flow is considered to present a low flood risk to the development at the proposed development site.

4.6 Ponding

Observations at the site did not highlight any existing pond systems or localised low points within the existing site, where ponding is likely to occur during heavy rainfall.

As such, this mechanism is deemed to present a low flood risk to the development.

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5.0 Material Consideration In Respect of the National Planning Policy Framework

5.1 Environment Agency Flood Map

Figure 8: Environment Agency Flood Map

Proposed Development Site

Source: Environment Agency website (http://www.environment‐agency.gov.uk/subjects/flood)

Key

Flooding from rivers or sea without defences (Flood Zone 3)

Extent of extreme flood (Flood Zone 2)

Flood defences

Areas benefiting from flood defences

Main rivers

The Environment Agency flood zone map indicates that the site lies within Flood Zone 3, which is which is defined as land assessed as having a 1 in 100 or greater annual probability of river flooding (>1%) or a 1 in 200 or greater annual probability of flooding from the sea.

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5.2 Finished Development Levels

In accordance with the requirements of the Environment Agency and National Planning Policy Framework, it is usual to specify that the ground floor level of any new residential development is set at a minimum of 600mm above the 1 in 100 year plus climate change flood level.

Unfortunately, the modelled flood level for this event has not been provided; however the development plans indicate a ground floor level of 181.00mAOD; which is elevated 1.66 metres and 1.55 metres above the respective 1 in 100 year and 1 in 1000 year modelled flood levels for Limy Water in line with the development.

The level of the proposed lobby area is designed at 180.00mAOD; and again is elevated above the design flood levels for the adjacent watercourse.

There will be a basement area within the building; which is set to a level approximating 179.00mAOD; and as such during the 1 in 100 year and 1 in 1000 year events will become inundated.

5.3 Flood Resistance/Resilience Measures

Consideration should be given to flood proofing the proposed building to reduce the residual damages if an extreme flood was to occur. It is proposed that flood proofing measures are designed to a minimum level of 180.05mAOD i.e. 600mm above the modelled 1 in 1000 year flood level for Limy Water.

The table overleaf summarises general recommendations for flood proofing which can be incorporated within the design for the proposed building, as appropriate. Such measures are put forward in accordance with ‘Development and Flood Risk Guidance for the Construction Industry’ CIRIA C624, London 2004.

It would be preferable to avoid external doors as this would remove a potential point of flood inflows. However since free access and egress into the residential units will be required, flood resistant doors and/or the use of flood resistant stop logs or flood boards should be considered.

Full details of manufacturer’s or suppliers of flood protection equipment may be obtained from the Flood Protection Association (website: www.thefpa.org.uk).

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Table 7: Typical Flood Proofing Measures

Feature Considerations To Improve Flood Proofing Careful consideration of materials: use low permeability materials to limit water penetration if dry proofing required. Avoid using timber frame and cavity External Walls walls. Consider applying a water resistant coating. Provide fitting for flood boards or other temporary barriers across openings in the walls. Avoid use of gypsum plaster and plasterboards; use more flood resistant linings Internal Walls (e.g. hydraulic lime, ceramic tiles). Avoid use of stud partition walls. Avoid use of chipboard floors. Use concrete floors with integrated and continuous damp proof membrane and damp proof course. Solid concrete Floors floors are preferable; if a suspended floor is to be used, provide facility for drainage of sub‐floor void. Use solid insulation materials. If possible, locate all fittings, fixtures and services above design floor level. Avoid chipboard and MDF. Consider use of removable plastic fittings. Use solid Fitting, Fixtures doors treated with waterproof coatings. Avoid using double‐glazed window and Services units that may fill with flood water. Use solid wood staircases. Avoid fitted carpets. Locate electrical, gas and telephone equipment and systems above flood level. Fit anti‐flooding devices to drainage systems.

5.4 Flood Protection Equipment

Keeping water out of the buildings, or limiting the ingress of floodwater, is recommended when considering flood protection measures. Excluding water will help to reduce damage to the internal fabric of the building and its contents. Such measures are referred to as dry proofing and include:

 Temporary flood barriers.  Measures to reduce seepage through walls and floors.  The installation of non‐return valves on sewers.

Movable flood barriers can be very effective in preventing or reducing the volume of floodwater entering through doors and other external openings in walls, such as windows and airbricks, as long as a good quality product is installed in accordance with the manufacturer’s instructions.

Although barriers may not totally prevent the ingress of water into a building, they can provide valuable time in which to move people, vehicles, expensive equipment and other essential items to higher levels before floodwater rises inside the building.

Flood barriers on wall openings can also reduce the amount of contaminated silt and debris entering the property. Water that seeps through the ground or walls is likely to be filtered to some extent and therefore is usually cleaner than floodwater entering larger openings such as gaps around doors and airbricks.

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Figure 9: Typical Flood Resilience/Resistance Measures

Source: Environment Agency

5.5 Access and Egress

In accordance with the requirements set out within the National Planning Policy Framework, it is essential to ensure that the route into and out of the application site will not present a danger to people during a flood event within the Limy Water.

From Section 13.3 of document FD2320/TR2 ‘R&D Outputs: FRA Guidance for New Development: Phase 2’, the requirements for safe access and egress from development situated in flood risk areas are as follows, in decreasing order of preference:

 Safe dry route for people and vehicles  Safe dry route for people  If a dry route for people is not possible, a route for people where the flood hazard (in terms of depth and velocity of flooding) is low and should not cause a risk to people.  If a dry route for vehicles is not possible, a route for vehicles where the flood hazard (in terms of depth and velocity of flooding) is low to permit access for emergency vehicles. However the public should not drive vehicles in floodwater.

Where a dry route is not possible and a route with low flood hazard is identified, the route should not have any service covers that could be removed, or other underwater hazards.

It is often difficult to see underwater hazards even in shallow water, particularly at night or if the water is silty.

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In addition, the route should be clearly marked, for example using painted posts.

Vehicles should not be used when:

 The presence of water stops the engine functioning;  The vehicle floats; or  The vehicle becomes difficult to control.

Cars will stop and/or float in water as shallow as 0.5m, whilst some emergency vehicles may survive in water of 1m. A fire engine remains controllable in depths of 0.5m up to a flow velocity of 5 m/sec, due to high‐level air intakes/exhausts.

The data and information required in assessing safe access and exit depends on the complexity of the approach undertaken, as follows:

Simple Approach

 Flood levels for suitable annual probabilities (advisable to look at the 1% and 0.1% annual probabilities for fluvial flooding or the 0.5% and 0.1% for tidal/coastal flooding).  Minimum ground levels along access and exit routes.

Intermediate Approach

 Flood depths and velocities for suitable annual probabilities across the development site and surrounding the development site, determined from hydraulic modelling.  Simple lookup table relating depth and velocity to danger to people

Detailed Approach

 Flood depths and velocities across the development site and surrounding the development site, determined from hydraulic modelling.  An appropriate means for determining the hazard factor for the site should be determined from the Flood Risks to People report.

Due to the scope of development proposed, an intermediate approach to assessing the safety of the emergency escape route has been adopted.

Intermediate Approach: Methodology

Danger to people is assessed using flood hazard, which can be expressed as a combination of flood depth and velocity.

Hydraulic modelling or the use of results from an existing assessment is needed to predict flood depth and velocity.

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The Flood Risks to People project has developed the following equation to relate the flood hazard to flood depth and velocity:

Flood Hazard Rating = ((v + 0.5) x D) + DF

Where: v = velocity (m/s) D = depth (m) DF = debris factor

The following table extracted from FD2321/TR1 provides guidance with regard to the appropriate debris factors to be applied.

Table 8: Guidance on Debris Factors for Different Flood Depths, Velocities and Dominant Land Uses (Table 3.1 FD2321/TR1) Depths Pasture/Arable Woodland Urban 0 to 0.25m 0 0 0 0.25 to 0.75m 0 0.5 1 >0.75m and/or V>2 0.5 1 1

A value for DF of 0 has been applied to the area along the escape route with a depth of inundation less than 0.25m; 1.0 has been applied to areas where the depth of flooding is less than 0.75m; and a value of 1.0 applied to areas with a depth of flooding in excess of 0.75m.

Using the guidance provided by FD2320/TR2, the following velocities are sufficient for such calculations:  0.5 m/s for lowland flat floodplains  2.0 m/s for steeper catchments

Based on this, the hazard rating equation has been applied to various combinations of flood depth and velocity to produce a matrix of hazard ratings.

Applying thresholds to these hazard ratings defines the danger to people at various depths and velocities as shown in the following table, extracted from FD2320/TR2.

Table 9: Velocity, Depth and Flood Hazard Matrix Depth (m) Velocity DF = 0 DF = 1.0 (m/s) 0.1 0.2 0.25 0.5 0.75 1.00 1.25 1.50 1.75 2.00 0.00 0.05 0.10 0.13 1.25 1.00 1.50 1.63 1.75 1.88 2.00 0.50 0.10 0.20 0.25 1.50 1.37 2.00 2.25 2.50 2.75 3.00 1.00 0.15 0.30 0.38 1.75 2.12 2.50 2.88 3.25 3.63 4.00 1.50 0.20 0.40 0.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 2.00 0.25 0.50 0.63 2.25 2.88 3.50 4.13 4.75 5.38 6.00

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<0.75 Low flood hazard (caution is required) Class 1 0.75 – 1.25 Moderate hazard ‐ Danger for some (children, the elderly & infirm) Class 2 1.25 – 2.00 Significant hazard ‐ Danger for most (the general public) Class 3 >2.00 Extreme hazard ‐ Danger for all (includes the emergency services)

Flood Hazard Rating Calculations

Modelled flood levels have been provided by the Environment Agency for a range of probabilities; and are provided within Table 3.

At the location of the proposed development, the catchment for the Limy Water is considered to be fairly steep and therefore a velocity of 2.0m/s has been utilised.

Table 10: Flood Hazard Rating for Safe Access/Egress Route 1 in 20 year 1 in 75 year Point Ground Flood Flood Flood Flood Flood Flood Ref. Level (m) Depth Hazard Depth Hazard Level (m) Level (m) (m) Rating (m) Rating 1 180.00 0 0 0 0 2 179.75 0 0 0 0 3 179.50 0 0 0 0 4 179.33 0 0 0 0 5 179.15 179.02 0 0 179.23 0.08 0.2 6 179.15 0 0 0.08 0.2 7 179.17 0 0 0.06 0.15 8 179.20 0 0 0.03 0.08 9 179.22 0 0 0.01 0.03

1 in 100 year 1 in 1000 year Point Ground Flood Flood Flood Flood Flood Flood Ref. Level (m) Depth Hazard Depth Hazard Level (m) Level (m) (m) Rating (m) Rating 1 180.00 0 0 0 0 2 179.75 0 0 0 0 3 179.50 0 0 0 0 4 179.33 0.01 0.03 0.12 0.30 5 179.15 179.34 0.19 0.48 179.45 0.30 1.75 6 179.15 0.19 0.48 0.30 1.75 7 179.17 0.17 0.43 0.28 1.70 8 179.20 0.14 0.35 0.25 1.63 9 179.22 0.12 0.30 0.22 0.55

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Figure 11: Pedestrian Route & Levels from the New Building

Evacuation Route

In summary the resulting calculations indicate that the access from the proposed development onto Burnley Road possesses a hazard rating of Class 1 i.e. presents a low flood hazard to people for events up to and inclusing the 1 in 100 year flood event in Limy Water.

Due to the nature of the catchment and the urban setting of the development; the hazard rating is increased to Class 3 i.e. presents a significant hazard to people during the 1 in 1000 year flood event.

As such, to reduce the hazard rating to Class 1 for this flood event; it is recommended that the pedestrian access route onto Burnley Road from the Building is elevated to a minimum level of 179.19mAOD; which will result in flood depths less than 0.25 metres for the 1 in 1000 year event.

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5.6 Flood Warning

The site is located within the Constable Lee area of Rawtenstall; which is covered by the Environment Agency’s Flood Warning Direct Service.

Due to the proximity of the proposed residential development to Limy Water, it is highly recommended that residents are advised to register an interest in receiving flood warnings.

This is a free service which enables the Environment Agency to send a direct message when flooding is expected and may affect the development. Flood warnings are designed to provide businesses the time to prepare for flooding. Flood warnings can be sent by telephone, mobile, email, SMS text message or fax.

The Environment Agency also provides the Floodline 0845 988 1188 service, where the residents can listen to recorded flood warning information for the area or speak to an operator for advice 24 hours a day.

Using the latest available technology, the Environment Agency is able to monitor rainfall, river levels and sea conditions 24 hours a day and use this information to forecast the possibility of flooding.

If flooding is forecast, they are able to issue warnings using a set of three different warning types; as illustrated within Table 11 overleaf.

Figure 11: Environment Agency Flood Warning Coverage Map

Proposed Development Site

Source: Environment Agency website (http://www.environment‐agency.gov.uk/subjects/flood)

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Table 11: Environment Agency Flood Warning Codes Flood Warning Code What it means When it’s used What to do  Be prepared to act on you flood plan  Prepare a flood kit Flooding is possible. 2 hours – 2 days in  Monitor local water Be prepared. advance of flooding. levels and the flood forecast of the EA website  Move people to a safe place  Turn of gas, Flooding is expected. ½ hour – 1 day in electricity and water Immediate action is advance of flooding. supplies if safe to do required. so  Put flood protection equipment in place  Stay in a safe place with means of escape Severe flooding. Danger When flooding poses a  Be ready to evacuate to life. significant threat to life.  Co‐operate with the emergency services  Call 999 if you are in immediate danger  Be careful as flood water may still be around for several No further flooding is When river or sea Warnings no longer days currently expected in conditions begin to in force  If you have been your area return to normal flooded, ring your insurance company as soon as possible

How are Flood Warnings issued?

 Direct to you ‐ receive warnings by phone, text, email or fax. Sign up for the Environment Agency’s FREE Floodline Warnings Direct service via this website link: https://fwd.environment‐agency.gov.uk/app/olr/register or by calling Floodline on 0845 988 1188.  On the flood warnings website ‐ view up‐to‐date information about flood warnings in force, monitor the river or sea levels in your area and check out the latest flood risk forecast for your county.  By calling Floodline on 0845 988 1188 ‐ you can listen to recorded information on the latest warnings and predictions or speak to an operator for more general information 24 hours a day. Environment Agency operators can also provide a quick dial number which gives you faster access to information for your area.  Through the media ‐ you may see or hear Environment Agency warnings on television and in radio broadcasts.

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 Flood Wardens ‐ in some areas Flood Wardens are there to alert and support their local community when a flood warning is issued. Call Floodline on 0845 988 1188 to find out if this service is available in your area.  Sirens/loudhailers ‐ in some areas the Environment Agency uses loudhailer or siren systems to warn people that a flood warning has been issued. Call Floodline on 0845 988 1188 to find out if this type of service operates in your area.  Flood warning feeds ‐ Flood warning (RSS) feeds shows national and regional flood warnings in force and are updated every 15 minutes. The feeds contain a brief summary and link to the full information on the Environment Agency website.

5.7 Flood Evacuation Plan

For health and safety reasons there is a preference to evacuate, as failure to do so, could put the residents; visitors and others (e.g. rescuers) at risk of injury.

During flood conditions it is possible that Burnley Road i.e. the main vehicular route into central Rawtenstall will become inundated. Due to the potential vulnerability of residents within the development i.e. elderly or infirm it is highly recommended that a flood warning and evacuation plan from the proposed dwellings to a safe area away from Limy Water is devised and practiced, in the event that a warning is issued by the Environment Agency.

Close consultation with the Rossendale and Lancashire County Emergency Planning Teams is considered essential in development of a suitable plan; in order for residents to be safely directed away from the flood zone.

Development proposals incorporate a raised ramp area for residents to escape onto Burnley Road; and with minor adjustment to the proposed levels along the route from the building onto Burnley Road, the route is considered to present a low hazard to all.

It is advised that Alexandria Street, located off Burnley Road to the west side of the proposed development access is located within Flood Zone 1 and is therefore outside of the floodplain.

During poor weather conditions; it is advisable to ensure that residents reach a safe, warm environment. The nearest public or community building which could be used as a muster point or emergency refuge outside of the floodplain to the development is St James the Less Catholic School, located off Unity Way/Haslingden Old Road. It is noted however that this location is a distance approximating 900 metres; and assistance to less able residents may be required.

Practical advice is available from the Environment Agency website: http://www.environment‐agency.gov.uk/homeandleisure/floods/31624.aspx.

Further help and advice is available from SWEL (Sustainable Water Environment in Lancashire) website: http://www.swelancashire.co.uk/

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

Figure 12 below, illustrates a suggested evacuation route away from the potential flooded area; and

Figure 12: Suggested Evacuation Route to St James the Less School in Flood Zone 1

5.8 Safe Refuge

In the event that residents are unable to evacuate; then it is advised that finished floor levels within the new apartment building are elevated 1.55 metres above the modelled 1 in 1000 year flood level; and may therefore be considered as a safe refuge.

If extreme flood levels are exceeded; there is accommodation at a higher level within the building where residents may relocate to; including any irreplaceable belongings, which are able to be moved quickly.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

5.9 Flood Conveyance Routes

In order to prevent the impedance of flood conveyance routes through the development; the proposed building has been carefully designed with an undercroft arrangement (see Appendix C); which allows flood water from Limy Water to flow freely through the site during flood events; and to recede back towards the channel when water levels within the watercourse fall.

The openings for the undercroft comprise large open archways with metal railings for safety purposes i.e. to prevent unauthorized people from accessing the area beneath the building.

During flood conditions it is highlighted that debris may accumulate at the railings and within the void beneath the building; and hence a robust inspection and maintenance schedule will be required.

5.9 Compensatory Flood Storage

Proposals for the development incorporate the construction of a residential complex with vehicular access and car parking. It is proposed that the ground floor level of the residential building is elevated to a minimum level of 181mAOD; and is therefore 1.66 metres above the design flood level for the 1 in 1000 year event within Limy Water.

It is highlighted that much of the building is elevated above natural ground levels; with an undercroft provided to permit flow during flood conditions within Limy Water.

Furthermore the only areas of the building identified to displace flood water which could be potentially stored within the existing site are:

 Ramp and steps provided access to the elevated building  Entrance lobby, stairs and lift to the front of the building  External steps and internal stairwell area

Compensatory flood storage should be provided on a ‘level‐by‐level’ outside of the existing envelope for each return period up to the 1 in 100 year event.

The displaced volumes for the 1 in 10, 20, 75 and 100 year return periods for the buildings footprint are tabulated within Table 12 overleaf.

The total volume of flood storage lost as a result of the development is estimated at 18.8m3.

To adequately compensate for this loss, it is proposed that ground levels within the proposed car park area are designed carefully to provide the flood storage volume required.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

Table 12: Volume Displacement Due to Building Footprint (Steps and Lobby Area)

Flood Av. Volume Cum. Return Plan Area Av. Depth Level (m Ground Displaced Volume Period (m2) (m) AOD) Level (m) (m3) (m3)

10 178.88 0 0 0 0

20 179.02 0 0 0 0 179.15 75 179.23 99.1 0.08 7.9 7.9

100 179.34 99.1 0.11 10.9 18.8

In order to prevent the loss of additional storage volume from the site it is recommended that external ground levels outside of the area set aside for re‐profiling are maintained as close to existing site levels as possible.

The Flood Extent Plan provided within Appendix J shows the extent of each modelled flood level within the proposed development site.

5.10 Easements

Existing public sewers within the site will require an easement of 3 metres either side of the pipe centerline. Any works to divert or abandon any public sewer within the curtilage of the site will need to be undertaken in accordance with a Section 185 agreement with United Utilities.

The Environment Agency requires an easement of 8 metres from the top of the river bank/wall.

Environment Agency consent is required to ensure that onsite activities do not cause or make existing flood risk worse, interfere with the EA’s ongoing work, and do not adversely affect the local environment, fisheries or wildlife.

Any works within 8 metres will require formal consultation and approval from the EA via an ‘Application for Flood Defence Consent’ in accordance with the Water Resources Act 1991; Flood Defence Byelaws; the Environment Act 1995; and the Flood and Water Management Act 2010.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

6.0 Conclusions and Recommendations

The development has a gross area of 0.25 Hectares and is shown to be located off Burnley Road, within the Lancashire Town of Rawtenstall, predominantly within Flood Zone 3 of the Environment Agency Flood Map.

The application site therefore has a risk from fluvial flooding.

The primary source of flood risk to the development is identified to be from local watercourse Limy Water, which is situated directly adjacent to the east boundary of the site.

From a topographical survey of the site, the lowest level within the existing site is found to be 178.8mAOD.

The 1 in 100 year and 1 in 1000 year modelled flood levels for Limy Water at the development site are 179.34mAOD and 179.45mAOD respectively.

Undertaking a direct comparison against existing ground levels confirms that the site is likely to become inundated during flood events in excess of the 1 in 75 year event; and as such it is concluded that Limy Water presents a flood risk to the proposed development.

In accordance with the requirements of the NPPF; for development within Flood Zones 2 and 3 a Sequential Test should be undertaken. The development is classed as ‘more vulnerable’ and therefore the Exceptions Test should also be applied.

Development proposals incorporate construction of a residential apartment building with associated car parking.

The following measures have either been; or are recommended to be included within the design of the building and associated infrastructure to mitigate against fluvial flood risk; and ensure the safety of the residents during flood events within Limy Water.

 Lobby area set at a level of 180.00mAOD  Ground floor accommodation set at a level of 181.00mAOD  Open undercroft area provided to prevent impedance of flood conveyance routes and the displacement of flood storage volumes; hence ensuring that flooding is not increased elsewhere as a result of the development.  Flood storage compensation is to be provided through ground re‐profiling and careful design of levels within the proposed car park area.  Suitable flood resistance/resilience measures are to be incorporated into the building design i.e. non‐return valves; elevated electricity sockets etc…, where appropriate.  Residents/Housing organisation advised to sign up to receive flood warnings from the EA’s Flood Warning’s Direct Service.  Evacuation plan/procedure to be devised and implemented.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

 Safe refuge is available within residential apartments above ground floor level.

Due to an increase in impermeable area; surface water runoff rates and volumes are estimated to increase as a direct result of the development.

Approved Document H of the current Building Regulations sets out a hierarchy for disposal of surface water from new development i.e. infiltration; watercourse; and sewer.

Investigations suggest that infiltration methods will not be viable; and therefore it is proposed that surface water from the development is directed towards Limy Water; using an existing outfall into the watercourse.

It is noted that flows leaving the development must not exceed existing greenfield runoff rates or 5l/s whichever is the highest. Flows in excess of this will need to be attenuated onsite prior to discharge into the receiving Limy Water.

An evaluation of SUDS indicates that source control methods such as permeable paving, green roof technology, or rainwater harvesting are suitable; and also online/offline storage such as large diameter pipes; or geo‐cellular crate systems, which may provide sufficient storage volume for attenuation purposes.

The Code for Sustainable Homes requires that additional surface water volume generated by the 1 in 100 year 6 hour event is prevented from leaving the site. Infiltration is not considered to be a viable option at the development; and therefore the architect and developer should consider the inclusion of rainwater harvesting or green roof technology.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

APPENDIX A Aerial Photographs

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

APPENDIX B Topographical Survey

Notes

All Dimensions to be checked on site. Walls shown on plans are not to be assumed to be solid & should be checked for thickness, construction, load bearing capacity & stability.

North

EH184.38

RH186.54

179.45 EH181.38

Timber Post & Rail Fence 179.41

179.38 179.32 179.29

179.34

Concrete Post & Panel Fence EH181.68 179.30 179.28 179.73 RH181.81 179.18

179.80 DENSE SHRUBS EH181.73 DENSE SHRUBS LP 179.30 TT192.65 179.28 179.27 179.56 FP /GVTGU 179.31

179.87

179.89 RUBBLE 179.27 179.25 179.29

179.35 179.31 179.26

179.81 179.23 DENSE SHRUBS TARMAC

179.81 179.38 179.25 ABBREVIATIONS

179.29 179.24

179.52 179.79 179.24 179.27 179.30 BT BT Cover 179.74

179.23 TT190.55 CL Cover Level 179.20 179.25

179.44 DK Drop Kerb 179.22 EH Eves Height 179.22 FP Fence Post 179.68 179.31 GU Gully 179.26 TT189.55 179.24 179.26 IC Inspection Cover

179.44 LP Lamp Post TF180.57 179.26 RH Ridge/Roof Height 179.22 GU TF Top of Fence 179.64 TT Top of Tree 179.28 179.21 TW Top of Wall 179.58 179.24

179.27 NOTE 179.25 179.17 All levels and coordinates relate to OSGB36 using GNSS data. 179.57

179.23

179.58 179.13 Levels defining edge of carriageway are observed at channel (bottom

179.22 179.22 of kerb). TT187.27 179.70 179.26 GRASS/RUBBLE 179.47 179.52

179.18

179.32 179.17

179.19 IC

179.22 CL179.15 GRASS

179.40

179.48

179.13

179.13 BT 179.22

Kerb 179.16 179.16 179.43 179.12 179.22 179.39

179.12

179.20 179.30 179.15 DENSE TREES 179.15 179.13 DK 179.19 179.23 179.19

179.07

179.11 TARMAC 179.15

179.08 179.18

179.15

179.06 TT185.52 179.11 179.17 179.08

179.10 179.22 179.30 SP 179.31 179.10 TF180.49

179.06 LP TF180.00 DK

179.29 179.06 179.08 179.30 179.13 179.04 178.98

178.98 179.24 TT185.61 179.11 179.15 GRASS/RUBBLE 179.02 DENSE TREES/SHRUBS 179.11 179.09

179.16

179.07 179.28 179.03 179.04 179.10 179.17 179.10 179.09 Timber Post & Rail Fence 179.09 179.23 179.14 179.07 TT191.21 179.17

Timber Post & Rail Fence 179.09 179.12 179.11 179.01 179.18 179.20 179.07 179.03 179.08 DENSE TREES

179.15

179.21 Rev.0 Description. Issued 179.21 179.01 DENSE TREES/SHRUBS

TT187.93 Railings

179.17 179.18 179.19 179.11 TF181.49

TW180.33 179.22 179.23 179.20 179.26 TT191.62 179.27 TF180.78 TT188.34 Wall 179.19 179.21 Railings DENSE TREES/SHRUBS 179.17 179.14 179.14 179.09

TW180.33 TF180.78

178.77 Site Address

178.70 Burnley Road Rawtenstall

Project Description Existing Site Survey

Drawing Title Existing Site Survey

Scale Date Drawn By 1:200@A1 02/10/2013 AD Drawing Number TRI-1097-01 7KHFRQWHQWVRIWKLVGUDZLQJDQGHQWLWLHVXVHGDUHFRS\ULJKW7UL&$'6ROXWLRQV/WG Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

APPENDIX C Proposed Development Plans

DO NOT SCALE FROM THIS DRAWING

EH184.38 ALL DIMENSIONS MUST BE CHECKED ON SITE BY CONTRACTOR PRIOR TO CONSTRUCTION

RH186.54

Timber Post & Rail Fence EH181.38 179.41

179.29

Concrete Post & Panel Fence RH181.81 8 7 6 TT192.65 5 4 3 2

1 Retaining Wall BUS SHELTER 179.15 179.36

6000

Bin Store 4 179.52 WL177.74 179.16 10.50am 22/10/13 BT SP 179.11 WB 179.33 178.53 WL177.68 16 10.50am 22/10/13 15 179.22178.56 Existing Trees Removed 14 179.44TF180.57 13 179.27 12 179.48 11 179.42 10 179.33 9 178.77

179.46

178.66178.41 MH Planting 178.30 WL177.62 179.15 10.50am 22/10/13Water Course

Retaining Wall

Ramp Burnley Road

178.33 178.68 Sub Floor Void 179.09 MH 178.33

179.07

179.08 178.27 Existing Entrance 178.34

179.19 WL177.61 178.59 LP 179.10 179.27 10.50am 22/10/13 Lawn 179.17 179.28 179.18 179.13 179.06 A 17.12.13 Scheme Updated 179.28 Rev Date Int Description 179.31 179.34 Retaining Wall 178.40 180.00 Timber Post & Rail Fence 179.40

179.00 178.86 179.43 178.16 600H Wall With 300H 179.09 179.44 railings above to match adjacent boundaries 179.01 Sub Floor Void Client: 179.21 Green Vale Homes

Planting TT187.93 Railings Project: Lawn 179.17179.19 179.11 TF181.49 Burnley Road , Rawtenstall 179.23 179.20 TW180.33 179.26 179.27 TT191.62 TT188.34 TF180.78 179.21 Wall 179.19 Railings Retaining Wall 178.18 Description: 179.14 179.17 179.14 179.09 178.26 178.62 North TW180.33TF180.78 Site as proposed Option 7 178.77 178.70 178.91

CB Drawn By: Checked By: Date: Scale @ A2: CATV 178.66 DS VJJ 16/01/14 1 : 200 Job No: Drawing No: Rev: 178.54 GU178.45 2482 60 A Site As Proposed Elizabeth House, 486 Didsbury Road, Heaton Mersey, Stockport, SK4 3BS 1 : 200 t 0161 443 1221 f 0161 442 1672 e [email protected] www.bernardtaylor.co.uk DO NOT SCALE FROM THIS DRAWING ALL DIMENSIONS MUST BE CHECKED ON SITE BY CONTRACTOR PRIOR TO CONSTRUCTION

Room 7339 Stair well 7339 8.5 m² 8.5 m² UP Flat Type Flat Type 1 A1

3000 3000 9 A1 Kitchen/Diner Kitchen/Diner 20.7 m² 20.7 m² DN 6386 Stairwell 6386 8.5 m²

Bedroom 1 2102 1272 Kitchen/Diner 12.3 m² 1090 1200 Kitchen/ Diner 1090 1200 25.4 m² 25.4 m² Bathroom Lobby Lobby Flat Type 3400 7.6 m² 3400 3284 4.6 m² 7.6 m² 3284 Bathroom Flat Type 8 B Bedroom 1 4.6 m² 4542 4542 16 B 2099 2099 3221 3165 12.3 m² 1967 3749 2200 1802 3749 2200 1802 3221 3165

2541 2541 1019 1142 1142 Bedroom 2 Bathroom Bathroom 1019 7.7 m²

Store 2270 2270 5.1 m² Bedroom 2 5.1 m² Store 2000 1.2 m² 2000 7.7 m² 1.2 m²

Bedroom 1128 Bedroom 1128 13.0 m² 13.0 m² 3455 3455 Lobby Lobby 4.5 m²

Lobby 1423 4.5 m² Lobby 1423 3.5 m² 3750 3.5 m²

3750 1360 1360

5473 ST Bedroom 1 Store Bedroom 1 1.0 m² 3200 1.0 m² 12.0 m² 3200 Bathroom 12.0 m² 5.1 m² Bathroom 5.1 m² Flat Type 1553 Corridor 2000 5473 1553 2000 22.6 m² 2541 3750 2541 3750 Sub Floor Void 2 D Flat Type 3445 3445 Kitchen/Diner 10 D Kitchen/Diner 23.0 m² 2690 23.0 m² 2690 Bathroom 7025 Bathroom 5.1 m² 7025 5.1 m² 2000 2000 2541 Bedroom 2541 13.0 m² Bedroom

3455 Kitchen/Diner 13.0 m² 3455 23.0 m² Lobby Corridor Lobby 22.6 m² 3.5 m² 3.5 m² 3750 Kitchen/Diner 1360 3750 Flat Type 1360 23.0 m² 2690 11 D 2690

3445 ST 4833 3445 Store Flat Type 1.2 m² 1553 803 1.2 m² 5473 1553 1500 3 D Kitchen/Diner ST Flat Type Store 5473 1.0 m² 21.9 m² 1.0 m² 7 C

3643 Flat Type 3643 Lobby Lobby 3.5 m² 2745 2745 15 C 1360 Kitchen/Diner 3.5 m² 1360 21.9 m² 6386 Bedroom Bedroom 6386 13.0 m² 13.0 m² 3455 3455 Bathroom Bathroom 5.1 m² Store Services 5.1 m² Store Sevices 2000 2.3 m² 2000 2.6 m² 2.3 m² 3750 2541 2.6 m² 3750 2541 1590 1647 1400 1590 1647 1400 DN Sub Floor Void Stairs/ Lift 4.4 m² UP DN 181.00 183.775 2185 Stairs / Lift 2185 Stairs/Lift 2041 26.4 m² 1687 2279 30.7 m² UP

4280 Entrance lobby Void Over Lobby Void Over Lobby 22.7 m² 6386 DN Lift Lift 1500 Lift Casual Scooter Storage 2095 Kitchen/Diner 4370 21.9 m² Kitchen/Diner 21.9 m² 2745 2745

3750 2541 Flat Type 3643 3750 2541 3643 Bathroom 1553 6 C Flat Type 5.1 m² Bathroom 14 2000 5.1 m² 2000 Store C Bedroom 1 ST 4833 12.0 m² 803 1.2 m² Bedroom 1 803 1.2 m² Sub Floor Void 3200 3200 12.0 m² Corridor 3600 Lobby 5.4 m² Corridor Lobby 3.5 m² Lobby 3.5 m² 5.4 m² 1360 4.5 m² 1360 1423 1423 Lobby Bedroom 4.5 m² Bedroom ST 13.0 m² Store 13.0 m² 1019 3455 3455 1128 1.2 m² Bathroom 1128 1019 1.2 m² 810 Bathroom Bedroom 2 5.1 m² Bedroom 2 5.1 m²

7.7 m² 2000 7.7 m² 2000 2270 2270 2541 3750 2541 3750

3165 3221 3165 3221 Bathroom 4.4 m²

Bathroom 5047

4.4 m² 2087 2087 Flat Type 4542 Bedroom 4542 Bedroom Flat Type 12.2 m² 1500 2094 12.2 m² Kitchen/Diner 1500 2094 3400 4 B Kitchen/Diner 3272 3400 12 B 25.4 m² 3272 Type Area No. Of units Total Floor Areas 25.4 m² Lobby Lobby Type A1: 1B2P Flat 48.0 sq.m 2 96.0 sq.m 6386 10.0 m² 3743 10.0 m² 3743 1090 6386 1090 Type A2: 1B2P Flat 50.8 sq.m 2 101.6 sq.m Type B: 2B3P Flat 57.9 sq.m 4 231.6 sq.m Type C: 1B2P Flat 45.9 sq.m 4 183.6 sq.m Flat Type Kitchen/Diner Type D: 1B2P Flat 46.9 sq.m 4 187.6 sq.m Kitchen/Diner 5 Flat Type 22.6 m² A2 Total 16 800.4 sq.m 22.6 m² 3000 3000 13 A2 7525 7525

Communal Areas Area (m.sq)

Ground Floor 31.2 sq.m

Ground Floor Level 1 Level 2 Roof Plan First Floor 66.9 sq.m 1 : 100 1 : 100 1 : 100 1 : 100 Second Floor 67.2 sq.m

Total 165.3 sq.m Total Area : 31.2 sq.m Total Area : 515.36 sq.m Total Area : 513.82 sq.m

B 16/01/14 Plans amended. Lift repositioned, Overall building footprint reduced, Flat Types and areas added A 07/01/14 Room Dimensions added and Communal areas calculated Rev Date Int Description

Client: Green Vale Homes

Project: Burnley Road

Description: Floor Plans Option 7

Drawn By: Checked By: Date: Scale @ A0: DS VJJ 16/01/14 1 : 100 Job No: Drawing No: Rev: 2482 64 B

Elizabeth House, 486 Didsbury Road, Heaton Mersey, Stockport, SK4 3BS t 0161 443 1221 f 0161 442 1672 e [email protected] www.bernardtaylor.co.uk DO NOT SCALE FROM THIS DRAWING ALL DIMENSIONS MUST BE CHECKED ON SITE BY CONTRACTOR PRIOR TO CONSTRUCTION

Large format concrete tiles. Colour - Grey Large format concrete tiles. Colour - Grey 30 Degree Pitch

30 Degree Pitch

White UPVC fascias and soffits White UPVC fascias and soffits

Grey UPVC Windows

Precast concrete Cills and headers Grey UPVC Windows Precast concrete Cills and headers Smooth Bradstone

4775 (183.775) 4775 (183.775) Broadstone square dressed P.c. concrete walling Broadstone square dressed P.c. concrete walling

Precast concrete banding course

Precast concrete banding course 2000 (181.00) 2000 (181.00)

1000 (180.00) 1000 (180.00) Buff / Brown facing brick

(179.00) (179.00)

Buff / Brown facing brick Smooth Bradstone External Stair North Facing - Gable Elevation South Facing - Gable Elevation 1 : 100 1 : 100

Large format concrete tiles. Colour - Grey

Precast concrete Cills and headers White UPVC fascias and soffits

Grey UPVC Windows

Broadstone square dressed P.c. concrete walling Smooth Bradstone

Art Stone Window Surround , Colour - Grey 4775 (183.775)

Glazed handrail to patio doors

Precast concrete banding course UPVC glazed window panels with double doors + composite panel below : Colour -Grey 2000 (181.00)

1000 (180.00) Buff / Brown facing brick

(179.00)

Ramped access Metal railings to basement opening West Facing - Front Elevation 1 : 100

Large format concrete tiles. Colour - Grey Rev Date Int Description

White UPVC fascias and soffits

Client: Grey UPVC Windows Green Vale Homes Broadstone square dressed P.c. concrete walling Project: Precast concrete Cills and headers 4775 (183.775) Burnley Road

Precast concrete banding course Smooth Bradstone Description:

2000 (181.00) Glazed Juliet balconies Proposed Elevations

1000 (180.00)

(179.00) Drawn By: Checked By: Date: Scale @ A1: DS VJJ 16/01/14 1 : 100 Job No: Drawing No: Rev: Buff / Brown facing brick Metal railings to basement opening East Facing - Rear Elevation 2482 66 1 : 100 Elizabeth House, 486 Didsbury Road, Heaton Mersey, Stockport, SK4 3BS t 0161 443 1221 f 0161 442 1672 e [email protected] www.bernardtaylor.co.uk Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

APPENDIX D Environment Agency Data

Historic Flood Map centred on Burnley Rd, Rawtenstall. Created 10th October 2013 [PRRWAR0016KE].

1:5,000 ¯

Legend ^ Site Location2 Historic Flood Event Outline Main River

L IM Y W A T E R ^

© Environment Agency copyright and / or database rights 2013. All rights reserved. © Crown Copyright and database right. All rights reserved. Environment Agency, 100026380, 2013. Contact Us: National Customer Contact Centre, PO Box 544, Rotherham, S60 1BY. Tel: 08708 506 506 (Mon-Fri 8-6). Email: [email protected] Detailed Flood Map centred on Burnley Rd, Rawtenstall. Created 10th October 2013 [PRRWAR0016KE].

Scale 1:10,000 ¯

Legend )" Model Measurements ^ Site Location2 Main River Flood Zone 3 )"1 Flood Zone 2

)"2 )"3 ^

)"4

)"5 K OO BR OD WO NG /LA EN AD LL BA

Model Measurements 10 % AEP (1 in 10 5 % AEP (1 in 20 1.33 % AEP (1 in 75 1 % AEP (1 in 100 0.1 % AEP (1 in Map Reference Model Node Reference Easting Northing Data year) year) year) year) 1000 year) Modelled Water Level (m aod) 181.22 181.33 181.54 181.68 181.79 1 ea0140LIMY01_1400d 380902 423795 Modelled Flow (cumecs) 13.19 15.24 19.74 23.33 26.86

Modelled Water Level (m aod) 179.40 179.51 179.77 179.95 180.13 2 ea0140LIMY01_1227u 380990 423673 Modelled Flow (cumecs) 13.87 16.02 20.76 24.98 29.35

Modelled Water Level (m aod) 178.88 179.02 179.23 179.34 179.45 3 ea0140LIMY01_1115 381072 423613 Modelled Flow (cumecs) 14.24 16.45 20.19 22.1 23.64

Modelled Water Level (m aod) 173.78 173.96 174.34 174.79 175.73 4 ea0140LIMY01_0970u 381101 423480 Modelled Flow (cumecs) 14.7 16.97 21.02 24.49 27.33

Modelled Water Level (m aod) 171.05 171.20 171.64 172.13 172.53 5 ea0140LIMY01_0693d 381241 423270 Modelled Flow (cumecs) 14.7 16.97 21.03 24.49 27.33

Model data taken from The River Irwell and Limy Water study 2011 Flood Event Code Name Start Date End Date Cause of Flooding Source Channel Capacity FEB01153 Limy 28/01/1995 29/01/1995 Main River exceeded Notes:

AEP - Annual Exceedence Probability m aod - metres above ordnance datum cumecs - cubic metres per second Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

APPENDIX E United Utilities Sewer Records

United Utilites Water PLC Property Searches Ground Floor Grasmere House Lingley Mere Business Park THE FLOOD RISK CONSULTANCY Great Sankey Warrington 5 ANDREW ROAD WA5 3LP NELSON DX 715568 Warrington LANCASHIRE Telephone7 0870 751 0101 BB9 8BX Fax Number 0870 7510102 [email protected]

Your Ref: BURNLEY ROAD Our Ref: 13/ 969613 FAO: Date: 10/10/2013

Dear Sirs

Location: Vacant Site Burnley Road Rawtenstall BB4 8HH

I acknowledge with thanks your request dated 04/10/13 for information on the location of our services.

Please find enclosed plans showing the approximate position of our apparatus known to be in the vicinity of this site. I attach General Condition Information sheets, which details contact numbers for additional services (i.e. new supplies, connections, diversions) which we are unable to deal with at this office. In addition you should ensure they are made available to anyone carrying out any works which may affect our apparatus.

I trust the above meets with you requirements and look forward to hearing from you should you need anything further.

If you have any queries regarding this matter please telephone us on 0870 7510101.

Yours Faithfully,

Sue McManus Operations Manager Property Searches

United Utilities Water PLC Registered in England & Wales No. 2366678 Registered Office: Haweswater House, UUWaterPLC/005/09-09 Lingley Mere Business Park, Lingley Green Avenue, Great Sankey, Warrington, WA5 3LP 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.

8. If any provision contained herein is or becomes legally invalid or unenforceable, it will be taken to be severed from the remaining provisions which shall be unaffected and continue in full force and affect.

9. This agreement shall be governed by English law and all parties submit to the exclusive jurisdiction of the English courts, save that nothing will prevent UUW from bringing proceedings in any other competent jurisdiction, whether concurrently or otherwise.

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WASTE WATER SYMBOLOGY ! W ! ! ! ! ! ! ! ! !

2 1 2 4

! 3 7

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! ! N Wa T V

! T 0611 182.99SW 0616 SW

W 3 ! 2 C 0612 183.49SW 181.77 225 CI VC 26 0 0619 CO 0 450 CI VC 5.83 1 A

0 C 0805 1 Y 8 0613 182.79SW 180.99 300 CI VC 20.59 0 0707 FO

T 0 2808 2 V

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T 1 V 5 C 0615 182.81 FO 0816 FO 5 ! CONSTABLE LEE H 5 0 0700 184.75SW 182.75 600 CI CO 48.02 0 0910 CO C

2 3804 A T T 0701 184.96 FO 182.54 225 CI VC 21.21 0 2809 SW 2 C Wa G B ! 0702 190.88 FO U R 5 1 O R

1 E a W 2802 0703 190.59SW 187.63 600 CI CO 60.17 0

A N

H 0704 184.37 FO 182.95 225 CI VC 46.06 0 V T C A

Wa 3 E 3813

! 2 L 7 0705 184.38SW 182.95 225 CI VC 12.81 7

L 1 2

2 2 5 1 T O C

L V

5 ! C 0 0706 182.97 FO 181.96 225 CI VC 9.49 5 1 S E L C ! E Y O V 0708 184.8 FO 183.49 150 CI VC 24.21 0

0 S ! D 0709 192.4 SW

R 2803 0 E 1 0710 SW I T ! N V 0801 A L 0711 192.45 FO

E T 2804 N 215 .4m

1 I 0800 T 1 L 0714 FO T ! L HO 0800 197.96SW 196.31 300 CI VC 32.45 0

! 3800 0801 197.94 FO 196.05 225 CI VC 27.29 0 1 1 T a

0802 198.42SW 196.59 300 CI VC 48.04 0

3801 1 ! 5 T 0803 198.43 FO ! ! T2712 ! 0804 198.37 FO 196.45 225 CI VC 13.15 0

! 0805 198.36SW 196.72 300 CI CO 6 3

6 3 ! 2 Church 0806 199.03 FO St Paul's 1709 2800 T 1 T 0807 199.11SW ! 0808 198.56 FO 196.6 225 CI VC 26.02 0 1708 El Sub Sta 1707 0809 198.61SW ! T 2 T 0814 FO 100 CI VC 7.91 1 2711 ! ! 1706 T! 0815 FO T AB B 0900 199.75 FO 197.51 300 CI VC 35.74 0 O!T 3 ! S C 0901 198.1 FO ! LO 0 S 0902 200.87 FO 198.1 225 CI VC 42.01 0 1702 1 E 10 Vicara ge 0

! 4 T 4 0903 194.57 FO

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C O ! 2 0 2 30 15 0908 194.57SW O 2 0909 200.88SW 198.44 300 CI CO 43.01 0 ! ! ! C 11 2

! 1501 185.09SW 183.35 225 CI VC 24.21 0 0 6 206 .8m 0703 5! HO 3703 1502 184.49SW T 4 LL O IN T 1503 184.21SW 0714 C ! L 3702 T 0 AN !T 1504 184.58 FO 182.5 225 CI VC 16.55 9 0 L 6 o E a! w ! 1505 184.19 FO e 1711 ! 0701 r C TLower 1700 1601 184.19SW 182.41 225 CI VC 20.52 0 ! T o 5 F n T 0700 a 2 1602 191.63SW 190 225 CI VC 18.03 9 1 r s ! Constable 5 ! T ! m ta

5 b Lee C 3701 1603 191.48SW

0 le 1713 1 O 3700 ! 1 L 2704 T 2 1604 192.45SW 0706 e T 5 Barn 2702 2706 T V e T E

T 5 0 ! T 2703 T U 1605 191.6 FO 189.7 150 CI VC 16.64 8 C N 1 ! ! !T ! E ! Lower Constable Lee V 1606 191.45 FO ! V ! ! A C C Cottage ! N 1607 192.4 FO 0705 ! V 2705 2707 TO 5 T T LE 1700 199.81SW 197.93 525 CI CO 47.43 0 ! T 22! D C 1710 1 C EN 1701 195.28SW

t ! V V P e 7 T 1702 195.39 FO 193.29 225 CI VC 37.34 0 re 0 0709 5 t 1 S 15 T ! 22 1703 200.02 FO 197.79 225 CI VC 46.62 0 e

Le 1704 201.7 SW 200.3 225 CI VC 13.6 6 1 Wa1 0710 C 1705 201.67 FO 199.88 225 CI VC 21.95 0

! T 4 4 2701 V 1 1 ! ! 1 T 25 1706 202.09SW 200.57 225 CI VC 13 6

2 1707 202.11 FO 200.31 225 CI VC 20 0 1 ! 5 T0708 1604 ! 1708 196.66SW ! T0601 T 2700 1709 196.78 FO C

O! 1710 FO 0 150 CI VC 28.6 6 0607 ! T2 ! N

3 S 1 2 1711 FO

! 0 T 2 0 TA 1712 193.15SW ! ! 2 B V 1 1 ! C LE 1713 193.1 FO LEGEND q 0613 L T E 1800 202.95 FO 201.14 225 CI VC 73.06 0 E ! ! ! ! W 1801 202.98SW 201.44 225 CI VC 76 0 IS MANHOLE FUNCTION C W 1903 202.71 FO 199.98 225 CI VC 30.08 0 0615 R E q E L 1904 202.71SW T L SE S LO FO Foul

q C C 1905 204.89 FO 202.39 225 CI VC 26.48 0 5 E 1 4 0612 N 2604 Water 1906 206.81 FO 203.79 150 CI VC 13.45 6 T T 1603 T 1907 210.5 FO 208.16 150 CI VC 38.47 0 SW Surface Water

T C ! ! ! 1908 210.68SW Combined A CO

! 1909 206.83SW L

! 1

1 D

6 1 2 0611 1 1910 204.92SW 202.76 225 CI VC 25.3 0 OV Overflow 9 T 8 1606 E ! T R 2600 FO !! ! ! R 2604 SW 1602 O ! 4 0614 2700 206.19SW 204.32 225 CI VC 49.24 0 T! A 5 T ! D 2701 206.2 FO 203.83 225 CI VC 48.02 0 SEWER SHAPE 0 5 Overflow 2702 202.59SW 200.99 525 CI CO 49.24 0 1605 2703 205.25SW 203.62 525 CI CO 45.04 0 ! C T CI Circular TR Trapezoidal 2704 205.14 FO ! 1 O 2 3 2 2705 202.67 FO L 2 9 2706 206.37SW 204.26 450 CI CO 20.1 9 EG Egg AR Arch a E St E 5 ub 2707 206.43 FO 203.97 225 CI VC 20 9 ! El S B 4 R V 2708 204.41SW 203.07 225 CI VC 10.77 5 OV Oval BA Barrel O 5 O C 2709 204.11 FO 202.37 225 CI VC 10.44 5 K 0 FT Flat Top HO HorseShoe C 2710 203.05SW L 1 2711 202.92 FO V O 2 1601 S 2712 210.37SW 208.69 450 CI CO 69.18 0 E T RE Rectangular UN Unspecified C C ! 2800 210.44 FO 208.41 225 CI VC 70.11 0 V L ! 0 ! i 2801 FO 5 m 2802 212.09SW 210.16 450 CI CO 33 0 SQ Square 1 y 0609 1

W 6 2803 212.08 FO

4 T

2 a 1 ! t ! 0610 2804 SW 0 225 CI VC 31.78 17 e P T o r s t 2805 213.29 FO 210.07 300 CI VC 34.23 0 SEWER MATERIAL ! 1 0606 1 6 4 B 2806 212.68SW T u i 2600 ld 2807 207.12SW 205.37 225 CI VC 40.85 0 in ! T g AC Asbestos Cement DI Ductile Iron ! C 2 2808 207.72SW 206.37 225 CI VC 24.52 0 V 2 ! 2900 213.5 SW 210.64 525 CI CO 33.73 0 5 5 1 2 7 PVC Polyvinyl Chloride 2 V 2901 213.46 FO 210.21 300 CI VC 60.02 0 BR Brick 0503 C 2902 SW 0 225 CI VC 30.92 21

T M 2903 213.67 FO 211.73 225 CI VC 28.28 0 PE Polyethylene CI Cast Iron 2 S

2 Constable Lee Court (dis) F 1 178 .!9m i 2904 213.68SW 212.18 300 CI VC 12.17 5 Alder Grange Community re 2 S u 2905 212.88SW RP Reinforced Plastic Matrix SI Spun Iron 2 p Wa B 1503 1 p 9 and Technology School ly 2906 212.84 FO U 5 T! R 1501 2907 212.84SW 210.81 150 CI VC 22.36 0 CO Concrete ST Steel N ! T (Se conda ry) 3700 209.08SW 207.62 225 CI VC 60.83 0 W L E 1505 ! 3701 209.05 FO 207.17 225 CI VC 59.48 0 Y 2 CSB Concrete Segment Bolted VC Vitrified Clay 0505 T R 2 3702 210.69SW 208.92 225 CI VC 37.34 0 T O a 5 3703 210.69 FO 208.65 225 CI VC 41.79 0 CSU Concrete Segment Unbolted Polypropylene A PP ! W D 1504 3800 211.36SW 210.72 225 CI VC 23.43 0 V !1502 2 T 3 3801 211.35 FO 210.4 225 CI VC 22.8 0 St James T C CC Concrete Box Culverted PF Pitch Fibre

2 0 the Less ! 3804 214.5 SW 213.65 225 CI VC 32.98 0 1 ! 2 1 3805 217.02 FO 215.04 225 CI VC 27.17 0 PSC Plastic/Steel Composite ! 5 ! RC Church 3806 217.06SW 215.73 225 CI VC 35.69 0 MAC Masonry, Coursed 2 3807 215.83 FO V 0551 0 T 3808 215.84SW GRC Glass Reinforced Concrete MAR Masonry, Random

C Alder Grange 8 3809 215.05SW

0 Presby tery Constable Lee 1 SM Sixth Form Centre 3813 FO 0 CI VC 21.1 6 GRP Glass Reinforced Plastic U Unspecified St Pauls CE 3900 217.43SW 215.64 225 CI VC 37.22 0

4 3901 SW Wa ! 2 Primary School

5 4 3903 215.63SW 213.22 300 CI VC 43.05 0 0 3904 215.68 FO 213.14 225 CI VC 42.11 0 This plan is based upon the Ordnance Survey map with W C 3905 219.7 SW 217.48 225 CI VC 19.7 the sanction of the Controller of H.M.Stationary Office. O 3909 217.28 FO 215.02 225 CI VC 24.02 0 Hal l 4800 SW 0 225 CI VC 46.11 35 Unauthorised reproduction infringes copyright. 0501 0506 SW 225 7.07 Crown Copyright preserved. T 0507 SW

6 M 0617 CO ! 9 e S d t Rawtenstall 0620 CO Wa i J c a a 0621 FO l m Cemetery

C OS Sheet No: SD8123NW e 0622 CO e s 1 n t 0623 SW r e

4 177 .5m Date: 10/10/2013 7 9 Scale: 1: 1250 Wa 11 M 173 Nodes EL a Sheet 1 of 1 ! q ! D ! a ! ! OS Sheet No: SD8123NW

Printed By: N!icola Morris ! ! Scale: 1: 1250 Date: 10/10/2013 W! SEWER RECORDS ! ! ! ! ! ! ! ! Wa ! ! ! ! ! Wa ! W ! W W a

Please ensure that a copy of these conditions is 5. Where there is a public sewer along the line of a passed to your representative and contractor on site. proposed development/building, arrangements shall be made by the developer at his cost to divert the sewer 1. United Utilities provides the approximate locations of its around the development. Where this is not possible and as sewers according to its records. These records are not a last resort, a “Building Over Agreement” will need to be necessarily accurate or complete nor do they normally completed under section 18 of the Building Act 1984. The show the positions of every sewer culvert or drain, private developer shall design building foundations to ensure that connections from properties to the public sewers or the no additional loading is transferred to the sewer and submit particulars of any private system. No person or company such details both to the Local Authority’s Building Control shall be relieved from liability for any damage caused by Officer and to United Utilities for approval/acceptance. reason of the actual positions and/or depths being different United Utilities on a rechargeable basis would normally from those indicated. The records do indicate the position of undertake all aspects of design work associated with the the nearest known public sewer from which the likely length diversion of any part of the operational wastewater network. of private connections can be estimated together with the For further advice please call asset protection on 01925 need for any off site drainage rights or easements. 678 306

2. Special requirements relative to our sewers may be indicated. United Utilities employees or its contractors will 6. Where there is a non-main river watercourse/culvert visit any site at reasonable notice to assist in the location of passing through the site, the landowner has the its underground sewers and advise any precautions that responsibility of a riparian owner for the watercourse/culvert may be required to obviate any damage. To arrange a visit and is responsible for the maintenance of the fabric of the or for further information regarding new supplies, culvert and for all works involved in maintaining the connections, diversions, costing, or any notification required unrestricted flow through it. Building over the under these General Conditions, please call us on 0845 watercourse/culvert is not recommended. The developer 746 2200. must contact the local authority before any works are carried out on the watercourse/culvert. Where it is 3. Where public sewers are within a site which is to be necessary to discharge surface water from the site into the developed and do not take any drainage from outside the watercourse/culvert the developer shall make an area, they are from an operational viewpoint redundant. assessment of the available capacity of the The developer must identify all redundant sewers affected watercourse/culvert (based on a 1 in 50 year event) and by the development and apply to United Utilities in writing ensure that the additional flow to be discharged into the for these sewers to be formally closed. The developer shall watercourse/culvert will not cause any flooding. In bear all related costs of the physical abandonment work. appropriate cases, flooding may be prevented by on-site storage. The developer shall submit the relevant details 4. Public sewers within the site that are still live outside the required to substantiate his development proposals. Details area will be subject to a “Restricted Building zone”. This of any outfall proposed shall also be submitted to the would normally be a surface area equivalent to the depth of Environment Agency, PO Box 12, Richard Fairclough the sewer measured from the centre line of the sewer on House, Knutsford Road, Warrington, Cheshire, WA4 1HT either side. No construction will be permitted within that for their approval. zone. The developer should also note that deep and wide rooted trees must not be planted in close proximity to live 7. Where there is a main river watercourse/culvert passing sewers. Access to public sewers must be maintained at all through the site, the developer shall submit all proposals times and no interference to manholes will be permitted affecting the river to the Environment Agency at the during construction work. address stated in paragraph 6 for approval/acceptance.

8. Your attention is drawn also to the following: Combined sewers shown coloured red carries both surface water and foul sewage, especially in areas where • Private drains or sewers which may be within the site. there is no separate surface water sewerage system. On 1 October 2011 all privately owned sewers and lateral drains which communicate with (that is drain to) an existing Foul sewers coloured brown may also carry surface public sewer as at 1 July 2011 will become the water and there may be no separate surface water system responsibility of the sewerage undertaker. This includes indicated in the immediate area. Both combined and foul private sewers upstream of pumping stations that have yet sewers carry wastewater to our treatment works before it to transfer, but excludes lengths of sewer or drain that are can safely be returned to the environment. the subject of an on-going appeal or which have been excluded from transfer as a result of an appeal or which are Surface water sewers coloured blue on our drawings are on or under land opted-out by a Crown body. The transfer intended only to carry uncontaminated surface water (e.g. specifically excludes sewers and lateral drains owned by a rainfall from roofs, etc) and they usually discharge into local railway undertaker. Sewers upstream of such assets, watercourses. It is important for the protection of the however, are transferred. Such assets may not be environment and water quality that only uncontaminated recorded on the public sewer record currently as it was not surface water is connected to the surface water sewers. a requirement to keep records of previously private sewers Improper connections to surface water sewers from sink and drains. wastes, washing machines and other domestic use of water can cause significant pollution of watercourses. • Applications to make connections to the public sewer. The developer must write to United Utilities requesting an Pumped mains, rising mains and sludge mains will all application form that must be duly completed and returned. be subject to pumping pressures and are neither suitable No works on the public sewer shall be carried out until a nor available for making new connections. letter of consent is received from United Utilities. Highway drains, when included, show as blue and • Sewers for adoption. black dashed lines. Highway drains are not assets If an agreement for the adoption of sewers under Section belonging to United Utilities and are the responsibility of 104 of the Water Industry Act 1991 is being contemplated, local authorities. a submission in accordance with “Sewers for Adoption”, Seventh Edition, published by the Water Research Centre 10. For information regarding future proposals for (2001) Plc, Henley Road, Medmenham, PO Box 16, construction of company apparatus please write to United Marlow, Buckinghamshire, SL7 2HD will be required, taking Utilities, PO Box 453, Warrington, WA5 3QN. into consideration any departures from the general guide stipulated by United Utilities. 11. For information regarding easements, deeds, grants or wayleaves please write to United Utilities Property • Further consultation with United Utilities. Solutions, Coniston Buildings, Lingley Mere Business Park, Developers wishing to seek advice or clarification regarding Lingley Green Avenue, Great Sankey, Warrington WA5 sewer record information provided should contact United 3UU (Tel: 01925 731 365). Utilities to arrange an appointment. A consultation fee may be charged, details of which will be made available at the time of making an appointment. Conditions and in

9. Combined sewers, foul sewers, surface water sewers, and pumped mains. These are shown separately in a range of colours or markings to distinguish them on our drawings, which are extracts from the statutory regional sewer map. A legend and key is provided on each extract for general use, although not all types of sewer will be shown on every extract.

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

APPENDIX F Local Borehole Logs & Soilscape Map

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

APPENDIX G SUD’s Planner

Paul Waite Associates Page 6 Summit House Riparian Way Keighley BD20 7BW Date 10/10/2013 12:25 Designed By FRC pc File Checked By Infrasoft Source Control W.12.4

SUDS Planner

Results

Ordered By Total

Quick Rank Hydrological Land Use Site Total Community Economics View Features and and Environment Maintenance

Online / Offline Storage (1, 4, 8) 16 (4th) 8 (2nd) 40 (1st) 64 (1st) 22 (4th) 20 (8th) Green Roofs (2, 7, 2) 16 (4th) 6 (8th) 40 (1st) 62 (2nd) 20 (7th) 24 (2nd) Pervious Pavements (2, 7, 5) 18 (1st) 6 (8th) 38 (4th) 62 (2nd) 20 (7th) 22 (5th) Infiltration Trench / Soakaway (4, 10, 8) 18 (1st) 10 (1st) 32 (6th) 60 (4th) 18 (10th) 20 (8th) Filtration Techniques (5, 7, 13) 8 (11th) 4 (11th) 40 (1st) 52 (5th) 20 (7th) 14 (13th) Filter Drains (6, 10, 11) 14 (7th) 4 (11th) 32 (6th) 50 (6th) 18 (10th) 18 (11th) Infiltration Basin (6, 13, 8) 18 (1st) 8 (2nd) 24 (10th) 50 (6th) 16 (13th) 20 (8th) Grassed Swales (6, 4, 5) 14 (7th) 6 (8th) 30 (9th) 50 (6th) 22 (4th) 22 (5th) Bioretention Area (9, 1, 11) 8 (11th) 8 (2nd) 32 (6th) 48 (9th) 26 (1st) 18 (11th) Grassed Filter Strip (10, 2, 2) 8 (11th) 4 (11th) 34 (5th) 46 (10th) 24 (2nd) 24 (2nd) Wet Ponds (11, 4, 1) 16 (4th) 8 (2nd) 20 (12th) 44 (11th) 22 (4th) 26 (1st) Stormwater Wetlands (12, 2, 5) 12 (10th) 8 (2nd) 22 (11th) 42 (12th) 24 (2nd) 22 (5th) Dry Detention (12, 10, 2) 14 (7th) 8 (2nd) 20 (12th) 42 (12th) 18 (10th) 24 (2nd)

APPENDIX H Greenfield Runoff Rates

Paul Waite Associates Page 1 Summit House Riparian Way Keighley BD20 7BW Date 10/10/2013 12:27 Designed By FRC pc File Checked By Infrasoft Source Control W.12.4

IH 124 Mean Annual Flood

Input

Return Period (years) 1 SAAR (mm) 1281 Urban 0.000 Area (ha) 50.000 Soil 0.500 Region Number Region 10

Results l/s

QBAR Rural 559.9 QBAR Urban 559.9

Q1 year 487.1

Q1 year 487.1 Q2 years 521.5 Q5 years 666.3 Q10 years 772.7 Q20 years 880.3 Q25 years 918.2 Q30 years 949.3 Q50 years 1035.8 Q100 years 1164.6 Q200 years 1321.3 Q250 years 1371.7 Q1000 years 1702.1

APPENDIX I Indicative Attenuation Volumes

1 in 1 year Indicative Attenuation Volumes

1 in 30 year Indicative Attenuation Volumes

1 in 100 year Indicative Attenuation Volumes

1 in 100 year plus Climate Change Indicative Attenuation Volumes

Report No. 12156/I/01 Revision A Project Details. FRA – Site off Burnley Road, Rawtenstall, Lancashire Date. February 14

APPENDIX J Flood Extent Plans

179.69

179.75

179.74

179.80

179.51

BUS SHELTER BUS 179.73 FP

SP 179.58

179.80 179.89 WB

Concrete Post & Panel Fence CL179.43 MH 179.87

GU 179.72

179.81

179.62 BT

179.39

179.81

179.50 179.74

CL179.59 MH RH186.54

179.79

WV 179.68 TT192.65

TARMAC

179.31 179.58 179.40

DENSE SHRUBS

CL179.22 MH 179.64

179.57

179.52

179.20

179.58 179.28

CATV 179.48

DK EH184.38

179.19

179.43

RH181.81

179.30 BT GRASS TT189.55 179.70

GU EH181.68

179.38

179.18 178.98 179.06

179.18 179.23 179.39 179.14 TARMAC 179.47

179.28

178.96 179.40

179.22 EH181.73 179.56 179.05 TF180.00 179.17

179.31 179.35 179.30 179.29

179.22

WV 179.05

179.24 179.24

WV 179.25

179.31 Kerb TT187.27 179.19

179.15 179.22 RUBBLE

178.78

179.29

TARMAC 179.22

178.88

179.11

179.16 179.32

Timber Post & Rail Fence Rail & Post Timber

179.17

179.22 179.24

DENSE SHRUBS

179.22

178.93 179.25 179.31

SP 179.20 179.01 179.11

179.27 179.16 178.61

179.22 178.71 TT185.61 179.30

179.34

TT185.52

178.77 179.15 DENSE TREES/SHRUBS DENSE UTL CL179.15 IC GU GU 179.12

CATV

179.30

178.70 178.45

178.54 DENSE TREES/SHRUBS 179.13

178.66 179.38 CB 179.10

179.15 179.18 179.23 179.22

TARMAC 179.24 179.26

179.26

179.26 179.27 179.28

179.10 179.32

179.28 179.23

179.08

178.91 179.09 179.13

179.22

179.17 179.41

179.27 EH181.38

179.13 179.29

179.03 179.11 179.45

179.03 Timber Post & Rail Fence Rail & Post Timber

179.25

179.06 179.14 179.19 GRASS/RUBBLE

179.01 179.22 179.24

179.02 179.17

179.26

179.14 179.18

179.04

179.26 179.23 179.04 179.15

179.07 TW180.33 SHRUBS DENSE

179.08 179.16 GRASS/RUBBLE 179.29

179.10

TF180.78 179.26 179.25

179.07

179.09 179.21 178.62 179.06

178.98 179.27 179.12 179.07 TT190.55 179.13 179.19 179.21 179.08

179.31

179.08 179.13 179.27 179.30

179.17 179.15 179.36

179.09 179.52

178.26 Retaining Wall Retaining

179.09

DENSE TREES TT188.34 179.44

179.44

179.37 TF180.57

179.16

179.33

179.31 179.11

179.23

179.29

179.11 179.42

179.12 178.53

179.48 179.22

179.42

178.56 Retaining Wall 179.27

Railings

DENSE TREES DENSE 179.33

10.50am 22/10/13 179.09 179.46 WL177.74

TT191.62 179.11

Wall 178.77

178.18

178.57 179.10

179.20

10.50am 22/10/13 WL177.68

179.15

178.39

178.66

179.17 178.41

179.15

179.07 178.30

179.11

TF180.78 178.29 179.18 10.50am 22/10/13 WL177.62 179.21

178.14

179.14 TT187.93

TW180.33

Retaining Wall Retaining

179.21 179.17 179.09

179.20 178.39 178.68

178.33

Water Course Water 179.19 179.26

179.28 179.07

TF181.49

179.30

179.23 178.71

178.34

178.33 TF180.49

TT191.21

178.48

DENSE TREES/SHRUBS 178.30

179.27

178.27

179.19 178.34 179.28

Railings

178.30

179.17

178.43

179.34

178.59

179.28

179.40 Timber Post & Rail Fence Rail & Post Timber 179.18

179.31

179.43

178.40

Retaining Wall Retaining

179.44

178.86 178.16 10.50am 22/10/13 WL177.61