pps25: flood risk assessment - plandocs.tameside.gov.uk · matt travis, bsc (hons), msc, mciwem,...

Micklehurst Road, Mossley PPS25: Flood Risk Assessment

January 2011

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PPS25: Flood Risk Assessment

Micklehurst Road, Mossley

Project: Micklehurst Road, Mossley

Site: Micklehurst Road, Mossley, Tameside

For: Steelstone Properties Ltd

Status: Final

Date: January 2011

Author:

Reviewer:

Keelan Serjeant, BSc (Hons), MSc - Senior Hydrologist

Matt Travis, BSc (Hons), MSc, MCIWEM, CEnv, CSci - Director

Disclaimer: This report has been produced by Enzygo Limited within the terms of the contract with the client and taking account of the resources devoted to it by agreement with the client. We disclaim any responsibility to the client and others in respect of any matters outside the scope of the above. This report is confidential to the client and we accept no responsibility of whatsoever nature to third parties to whom this report, or any part thereof, is made known. Any such party relies on the report at their own risk. Enzygo Limited Registered in England No. 6525159 Registered Office Stag House The Chipping Wotton-Under-Edge Gloucestershire GL12 7AD

mailto:[email protected]�

http://www.enzygo.com/�

Steelstone Properties Ltd

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CONTENTS

TABLES, DRAWINGS & APPENDICES ............................................................................ III 1.0 INTRODUCTION .................................................................................................... 1 1.1 Background ............................................................................................................ 1 1.2 Project Scope ......................................................................................................... 2 1.3 Report Structure ..................................................................................................... 2 2.0 SOURCES OF INFORMATION .............................................................................. 4 2.1 Sources of Information ........................................................................................... 4 2.2 Discussion with Regulators .................................................................................... 4 2.2.1 Environment Agency .............................................................................................. 4 2.3.2 Local Planning Authorities ...................................................................................... 4 2.3.3 United Utilities ........................................................................................................ 4 3.0 DESCRIPTION OF THE APPLICATION AREA ..................................................... 5 3.1 Site Location .......................................................................................................... 5 3.2 Existing Development ............................................................................................. 5 3.3 Proposed Development .......................................................................................... 6 3.4 Site Visit ................................................................................................................. 6 3.5 Topographic Survey ............................................................................................... 6 3.6 Catchment Hydrology ............................................................................................. 6 4.0 FLOOD RISK ......................................................................................................... 8 4.1 Potential Sources of Flooding – Level 1 Screening Study ....................................... 8 4.1.1 Fluvial Flooding Sources ........................................................................................ 8 4.1.2 Tidal Flooding Sources ......................................................................................... 10 4.1.3 Flooding from rising / high groundwater ................................................................ 10 4.1.4 Overland flow flooding .......................................................................................... 11 4.1.5 Flooding from Artifical Drainage Systems/Infrastructure Failure ........................... 11 4.2 Environment Agency Flood Map ........................................................................... 12 4.3 Historic Flooding................................................................................................... 14 4.4 Existing and Planned Flood Defence Measures ................................................... 14 4.5 Current Flood Risk ............................................................................................... 14 5.0 SITE DRAINAGE ................................................................................................. 15 5.1 Surface Water Drainage ....................................................................................... 15 5.2 Existing Drainage System .................................................................................... 15 5.3 Current Runoff Rate ............................................................................................. 16 5.4 Post-Development Runoff Rate ............................................................................ 16 5.5 Developed Site Drainage ...................................................................................... 16 5.6 Sustainable Drainage Options (SUDS) ................................................................. 18 5.7 Surface Water Management Strategy ................................................................... 18 5.7.1 Attenuation Requirement ...................................................................................... 19 5.8 Drainage Network ................................................................................................. 19 5.8.1 Foul Network ........................................................................................................ 19 5.8.2 Surface Water Network ....................................................................................... 19 5.9 Geology and Groundwater ................................................................................... 20 5.9.1 Geology ................................................................................................................ 20 5.9.2 Groundwater ........................................................................................................ 20


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5.9.3 Source Protection Zones ...................................................................................... 20 6.0 RISK MANAGEMENT .......................................................................................... 21 6.1 Introduction .......................................................................................................... 21 6.2 Site Layout ........................................................................................................... 21 6.3 Landscaped Areas and Wet Woodland/Marsh ...................................................... 21 6.4 Buffer Strip ........................................................................................................... 22 6.5 Safe Access and Egress Routes .......................................................................... 22 6.6 Surface Water Management Strategy ................................................................... 22 7.0 SUMMARY AND CONCLUSION ......................................................................... 24 DRAWINGS ....................................................................................................................... 26 APPENDIX 1 ..................................................................................................................... 27 APPENDIX 2 ..................................................................................................................... 28 APPENDIX 3 ..................................................................................................................... 29 APPENDIX 4 ..................................................................................................................... 30 APPENDIX 5 ..................................................................................................................... 31 ABBREVIATION/ACRONYMS .......................................................................................... 32 GLOSSARY ....................................................................................................................... 35


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TABLES, DRAWINGS & APPENDICES

TABLES

1. Relevant catchment descriptors from the FEH CD-ROM v2.0 2. Potential Risk Posed by Flooding Sources 3. Modelled Water Levels of Staley Brook (source Environment Agency) 4. Environment Agency Flood Zones and Appropriate Land Use 5. Flood Risk Vulnerability and Flood Zone Compatibility

DRAWINGS

1. Location Plan 2. Local Watercourses 3. BGS Groundwater Flooding Susceptibility Map 4. RMS Overland Flow Flooding 5. Environment Agency Flood Zones

APPENDICES

1. Environment Agency Correspondence 2. United Utilities Sewer Plan 3. Topographical Survey 4. Proposed Site Layout 5. Proposed Drainage Network

FIGURES

1. The Site 2. Upstream catchment as shown on the FEH CD-ROM v2.0 3. Micklehurst Brook 4. Staley Brook


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1.0 INTRODUCTION

1.1 Background

At the request of Steelstone Properties Ltd, a Flood Risk Assessment (FRA) has been undertaken, in accordance with Planning Policy Statement 251

The report details the flood risk at the site and how this could be managed and mitigated to allow the site to be development for housing in support of the enclosed detailed planning application for residential development and access.

: Development and Flood Risk (PPS25), for the proposed development at Micklehurst Road, Mossley, Tameside (see Drawing 1).

It is recognised that developments that are designed without regard to flood risk may endanger lives, damage property, cause disruption to the wider community, damage the environment, be difficult to insure and require additional expense on remedial works. Current guidance on development and flood risk2

• the development should not be at a significant risk of flooding and should not be susceptible to damage due to flooding;

identifies several key aims for a development to ensure that it is sustainable in flood risk terms. These aims are as follows:

• the development should not be exposed to flood risk such that the health, safety and welfare of the users of the development, or the population elsewhere, is threatened;

• normal operation of the development should not be susceptible to disruption as a result of flooding;

• safe access to and from the development should be possible during flood events;

• the development should not increase flood risk elsewhere;

• the development should not prevent safe maintenance of watercourses or maintenance and operation of flood defences;

• the development should not be associated with an onerous or difficult operation and maintenance regime to manage flood risk. The responsibility for any operation and maintenance required should be clearly defined;

• future users of the development should be made aware of any flood risk issues relating to the development;

1 Communities and Local Government (2006) Planning Policy Statement 25: Development and Flood Risk (PPS25). 2 CIRIA (2004) Funders report CP/102 Development and Flood Risk – Guidance for the Construction Industry.


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• the development design should be such that future users will not have difficulty obtaining insurance or mortgage finance, or in selling all or part of the development, as a result of flood risk issues;

• the development should not lead to degradation of the environment; and

• the development should meet all of the above criteria for its entire lifetime, including consideration of the potential effects of climate change.

The FRA is undertaken with due consideration of these sustainability aims.

The key objectives of the FRA are:

• To assess the flood risk to the proposed development and to demonstrate the feasibility of appropriately designing the development such that any residual flood risk to the development and its users would be acceptable;

• To assess the potential impact of the proposed development on flood risk elsewhere and to demonstrate the feasibility of appropriately designing the development such that the development would not increase flood risk elsewhere; and

• To satisfy the requirements of national planning policy guidance which require FRAs to be submitted in support of planning applications.

1.2 Project Scope

In order to achieve the aims outlined above, a staged approach has been adopted in undertaking this FRA, in accordance with current best practice. A screening study has initially been undertaken to identify whether there are any potential sources of flooding at the site, which may warrant further consideration. Any potential flooding issues identified in the screening study have subsequently been considered in a scoping study. The aim of the scoping study is to review all available information and provide a qualitative assessment of the flood risk to the site and the impact of the site on flood risk elsewhere.

1.3 Report Structure

This FRA has the following report structure:

• Section 2 identifies the sources of information that have been consulted during the FRA;

• Section 3 describes the application area including the existing and proposed development;

• Section 4 outlines the flood risk to the existing and proposed development;

• Section 5 details the site drainage and any potential impacts of the proposed development on surface water drainage;


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• Section 6 outlines the risk management options available to reduce and manage the flood risk at the site;

• Section 7 presents a summary and conclusions.


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2.0 SOURCES OF INFORMATION

2.1 Sources of Information

General information regarding the site setting and hydrology of the application site has been obtained from OS Explorer Map 227: Manchester & Salford.

Information regarding the current flood risk at the application site, local flood defences and flood water levels has been obtained from the Environment Agency.

A location plan is shown on Drawing 1.

2.2 Discussion with Regulators

A wide range of regulators should be consulted when carrying out an FRA. These include the Environment Agency, the Local Planning Authority, and Sewage/Water Companies. Consultation and discussions with the relevant regulators have been undertaken during this FRA.

2.2.1 Environment Agency

Correspondence was received from Sandra Welding, the Environment Agency’s External Relations officer for the area (see Appendix 1). Discussions were held with regard to the nature and scale of the development and required level of flood risk assessment.

2.3.2 Local Planning Authorities

Planning guidance written by Tameside Metropolitan Borough Council regarding flood risk was consulted to assess the mitigation policies in place including the Tameside Unitary Development Plan (UDP). Guidance and flood risk data contained within the Strategic Flood Risk Assessment (SFRA) for Greater Manchester has been reviewed.

2.3.3 United Utilities

United Utilities is responsible for the disposal of waste water and the supply of clean for this area. Data with regards to sewer flooding within Tameside has been reviewed from information contained within the SFRA for Greater Manchester. A sewer plan has been received from United Utilities (see Appendix 2).


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3.0 DESCRIPTION OF THE APPLICATION AREA

3.1 Site Location

The site at Micklehurst Road is located within the Micklehurst area of Mossley which is located to the east of Mossley town centre in Tameside on the east of Greater Manchester. The site is located to the south of Micklehurst Road, to the east of Cocksfoot Drive, to the north of Richmond Crescent and to the west of the Huddersfield Road – B6175 (see Drawing 1).

The site is assessed off Earnshaw Clough to the west and via a footpath from Micklehurst Road. The National Grid Reference of the site is 398107, 401960.

Micklehurst Brook flows through the site near the northern boundary from east to west and Staley Brook flows approximately 45m from the western boundary of the site from south to north.

3.2 Existing Development

Currently the site is in a greenfield condition and is entirely grassed (see Figure 1) therefore, the entire site consist of permeable surfaces. The site covers an irregular parcel of land with an area of approximately 1.7 hectares.

Figure 1 – The site


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3.3 Proposed Development

Detailed planning permission is sought for residential development and access this include 36 dwellings, landscaped areas, car parking and associated roadways (see Appendix 3). Based upon the masterplan for the site and for the purposes of this assessment the amount of impermeable surfaces will increase compared to current conditions.

3.4 Site Visit

A site visit was undertaken by Hydrologists at Enzygo on the 25th January 2010. This included a site walkover survey, identification of flood risk sources including a walkover of the local watercourses, identification of existing and potential drainage pathways on and off site. It was noted that the site is in a greenfield condition and is entirely grassed.

3.5 Topographic Survey

The site has minimum ground level of approximately 150mAOD on the western boundary of the site and a maximum ground level of approximately 178mAOD on the eastern boundary of the site (see Appendix 4).

3.6 Catchment Hydrology

As noted in Section 3.1, Micklehurst Brook flows through the site near the northern boundary from east to west and Staley Brook flows approximately 45m from the western boundary of the site from south to north.

It is important to understand the hydrological nature of these watercourses due to its implications on fluvial flood risk at the site. Such an investigation was undertaken using ‘industry standard’ techniques such as the Centre for Ecology and Hydrology (CEH) Flood Estimation Handbook (FEH) CD-ROM v2.03 and the Revitalised Flood Estimation Handbook (ReFH)4

The ReFH method is based on robust hydrological modelling techniques and is considered to be an improvement over the FEH/FSR Rainfall Runoff method (FEH), as described in the Flood Estimation Handbook (FEH)

method.

5

Catchment descriptors from the FEH CD-ROM v2.0 can be used to infer the physical nature of the catchment and its possible response to a rainfall event. Table 1 sets out these descriptors for the study catchment upstream of the site at National Grid Reference 397900, 401900 (see Figure 2). A definition of each can be found at http:www.environment-agency.gov.uk/hiflows/97768.aspx.

.

3 Flood Estimation Handbook CD-ROM v2.0 2006, Centre for Ecology and Hydrology. 4 Flood Estimation Handbook, Supplementary Report No. 1 2007, The revitalised FSR/FEH rainfall-runoff method, Centre for Ecology and Hydrology. 5 Flood Estimation Handbook 1999, Restatement and application of the Flood Studies rainfall-runoff method, Volume 4, Institute of Hydrology.


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The results show that the study catchment covers a relatively small area, has a low baseflow, a medium annual average rainfall, is rural and a fairly high soil runoff potential. It would be expected that the catchment has a rapid, flashy response to a rainfall event due to the long duration that the soil moisture deficit remains close to field capacity.

Table 1 – Relevant catchment descriptors from the FEH CD-ROM v2.0

Catchment Descriptors Value Explanation AREA 6.42 Small catchment area

PROPWET 0.57 BFIHOST 0.33 Low baseflow

SAAR 1270 High annual average rainfall URBEXT1990 0.013 Rural SPRHOST 50.31 High soil runoff potential

FEH DDF design rainfall parameters C -0.025 D1 0.378 D2 0.441 D3 0.308 E 0.305 F 2.518

Figure 2 – The local watercourses as shown on the FEH CD-ROM v2.0

Micklehurst Brook

Staley Brook


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4.0 FLOOD RISK

4.1 Potential Sources of Flooding – Level 1 Screening Study

All potential sources of flooding must be considered for any proposed development. A summary of the potential sources of flooding and a review of the potential risk posed by each source at the application site is presented in Table 2.

Table 2 - Potential Risk Posed by Flooding Sources

Potential Source Potential Flood Risk at Application Site? Potential Source Data Source

Fluvial flooding No Micklehurst Brook, Staley Brook

Environment Agency

Tidal flooding No None reported Environment Agency

Flooding from rising / high groundwater Yes Groundwater Aquifer BGS Flood

Map

Overland flow flooding Yes Micklehurst Brook floodplain

RMS Flood Map

Flooding from artificial drainage systems No Sewers United Utilities

Flooding due to infrastructure failure No Small

Ponds/Reservoirs OS Map

4.1.1 Fluvial Flooding Sources

Micklehurst Brook (see Figure 3) flows through the site near the northern boundary from east to west and Staley Brook (Figure 4) flows approximately 45m from the western boundary of the site from south to north (see Drawing 2).

The upper reaches of rivers in the catchment are susceptible to short-term intense rainfall events such as thunderstorm activity where large volumes of water are confined to relatively narrow river valleys. Areas surrounding confluences of tributaries and main channels such as the confluence of the Micklehurst Brook and Staley Brook may have an increased flood risk, particularly if flood peaks on both watercourses coincide or flow exceeds culvert capacity.

However, these watercourses are not mentioned within the SFRA for Greater Manchester and therefore it is assumed that they do not pose a high flood risk.

The Micklehurst Brook will not inundate the proposed development site as the ground levels of the site are at least 2m above the elevation of Micklehurst Brook. Any flooding will be of a minor nature with low water depths and velocities, flooding will be confined to the river corridor and lower ground levels nearest the Micklehurst Brook.


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Table 3 shows the Environment Agency modelled water levels for the Staley Brook. This shows that the proposed development site is located at least 4m above the 1 in 100 (plus climate change) and 1 in 1000 year flood levels of 146.1mAOD and 146.2mAOD respectively, as the minimum ground level on the site is 150mAOD.

Table 3 – Modelled Water Levels of Staley Brook (source Environment Agency)

Maximum Stage (mAOD)

Node Reference Eastings Northings 1 in 20

year 1 in 100

year

1 in 1000 year

1 in 100 + 20% (climate change)

STBR01_0406 397971 401945 146.00 146.08 146.20 146.10 STBR01_0406b 397965 401946 146.01 146.14 146.35 146.19 STBR01_0406a 397967 401946 146.04 146.18 146.42 146.23

Figure 3 – Micklehurst Brook


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Figure 4 – Staley Brook

4.1.2 Tidal Flooding Sources

The site is not located within the vicinity of tidally influenced watercourses and is not at risk of tidal flooding, therefore tidal flooding has not been considered further within this FRA.

4.1.3 Flooding from rising / high groundwater

The British Geological Survey map indicates that the solid geology under laying the site is Millstone Grit consisting of mudstone, sandstone and siltstone. The superficial geology consists of Till - Diamicton.

The BGS Groundwater Flooding Susceptibility Map shows the site has a low susceptibility or negligible susceptibility to groundwater flooding (see Drawing 3). This is most probably associated with natural Quaternary deposits of alluvium in the Micklehurst Brook floodplain.

Therefore, the flood risk posed by this source would be of a minor nature. The BGS data set is a hazard data set, not a risk data set, meaning that it does not provide any information about the likelihood of a groundwater flooding event occurring. It is noted that the BGS flood map is to be used as a screening tool, and should not be used to inform planning decisions.

Groundwater flooding tends to occur sporadically in both location and time. When groundwater flooding does occur, it tends to last longer than fluvial, pluvial or sewer flooding and mostly affects below surface infrastructure and buildings (for example, tunnels, basements and car parks).

The SFRA for Greater Manchester states that no reported incidents of groundwater flooding in the Tameside District have been reported however, the cessation of mine


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dewatering and the slowing of abstraction from the aquifer, has led to an increase in groundwater levels, or groundwater rebound.

4.1.4 Overland flow flooding

The Risk Management Solutions (RMS) Overland Flow Flooding Map shows that the majority of the proposed development site is located within the 1 in 100 and 1 in 1000 year overland flood zone (see Drawing 4). This is most probably associated with the Micklehurst Brook floodplain.

The SFRA for Greater Manchester makes the following comments:

“During periods of prolonged rainfall events and sudden intense downpours, overland flow from adjacent higher ground may ‘pond’ in low-lying areas of land without draining into

watercourses, surface water drainage systems or the ground. Pluvial and surface water flooding is most likely to occur in areas of poor permeability and limited drainage and on steeper slopes. Pluvial flooding is a known issue in Hyde, Stalybridge and Dukinfield”.

However, Mossley is not identified as a known overland flow flooding problem area within the SFRA for Greater Manchester. Therefore, the flood risk posed by this source is low.

4.1.5 Flooding from Artifical Drainage Systems/Infrastructure Failure

A number of small ponds/reservoirs are located within the vicinity of the proposed development site. The nearest of these is located approximately 40m upstream of the site. This will have an attenuating effect on flood flows and can be used to control flows.

Ponds/reservoirs do however have a flood risk associated with them in terms of wall failure and emergency releases into the catchment. The risks of overtopping or breaching of a pond/reservoir is a function of many factors including the condition of the actual control structures and the weather conditions of the time as well as human error.

The likelihood of this occurring is minimal but impacts are potentially extremely high due to the limited warning time available and the potential high velocity and high volume flows. These pond/reservoirs have a capacity below the threshold of 25,000m3 and are therefore not regulated under the Reservoir Act 1975. The regulation is managed by the Health and Safety Executive (under the Health and Safety at Work (etc) Act 1974) and the Local Authority (under the Building Act 1984). Due to high standards of inspection and maintenance required by legislation, normally flood risk from registered reservoirs is moderately low.

The pond/reservoir owners and the Health and Safety Executive regulate these structures; due to this, the distance and topography between them and the proposed development site the flood risk from these reservoirs is very low. Therefore, flooding from this source has not been considered further within this FRA.

The Huddersfield Narrow canal is located approximately 400m to the west of the site. There are few recorded instances of flooding from the canal networks as they tend to be heavily regulated and controlled. Nonetheless, flood risk from canals and navigable waterways still remains where water levels could overtop or breach embanked sections.


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However, due to the distance and topography between the site and canal the site is not at risk of flooding from this source. Therefore canal flooding has not been considered further within this FRA.

United Utilities is responsible for the disposal of waste water and the supply of clean for this area. Located to the north of the site are a public combined sewer within Micklehurst Road and a public surface water sewer both maintained by United Utilities (see Appendix 2). United Utilities has not provided information with regards to the flood risk posed by these sources.

Located to the west of the site is a private foul sewer within Earnshaw Clough.

These sewers have been designed to industry standards (e.g. 1 in 30 year flood) and the distance from the site boundary it has been assumed that the site is not at risk of flooding from this source. The area within the vicinity of the site has not been identified within the SFRA for Greater Manchester as an area at risk of sewer flooding. Therefore flooding from this source has not been considered further within this FRA.

4.2 Environment Agency Flood Map

A review of the Environment Agency’s flood maps indicates that the site lies within Flood Zone 1 and therefore has a ‘low probability’ of fluvial and/or tidal flooding (see Drawing 5) as defined in Table D1 of PPS25. The annual probability of flooding is less than 1 in 1000 year (<0.1% annual probability) of river flooding in any year. The Environment Agency Flood Zones and acceptable development types are explained in Table 4.

In PPS25 (Table D2 and 3) appropriate uses have been identified for the Flood Risk Zones. Applying the Flood Risk Vulnerability Classification in Table D2 of PPS25, the proposed development is classified as ‘more compatible’.

Table 5 of this report and Table D1 of PPS25 states that ‘more vulnerable’ uses are appropriate within Flood Zone 1 after the completion of a satisfactory FRA.

The risk-based Sequential Test in accordance with PPS25 aims to steer new development to areas at the lowest probability of flooding (i.e. Flood Zone 1). As noted above, the site is located within Flood Zone 1. Therefore, the proposed development site complies with the sequential approach which should be applied at all stages of planning.


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Table 4 - Environment Agency Flood Zones and Appropriate Land Use

Flood Zone Probability Explanation Appropriate

Land use

Zone 1 Low Less than 1 in 1000 annual probability of river

or sea flooding in any year (<0.1%)

All development types generally

acceptable

Zone 2

Medium

Between a 1 in 100 and 1 in 1000 annual probability of river flooding (1% - 0.1%) or between a 1 in 200 and 1 in 1000 annual

probability of sea flooding (0.5% 0.1%) in any year

Most development

type are generally

acceptable

Zone 3a High

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 (>0.5%) in

any year

Some development

types not acceptable

Zone 3b

‘Functional Floodplain’

Land where water has to be flow or be stored in times of flood. SFRAs should identify this zone

(land which would flood with an annual probability of 1 in 20 (5%) or greater in any year

or is designed to flood in an extreme (0.1% flood, or at another probability to be agreed

between the LPA and the Environment Agency, including water conveyance routes)

Some development

types not acceptable

Note: The Flood Zones are the current best information on the extent of the extreme flood from rivers or the sea that would occur without the presence of flood defences, because these can be breached, overtopped and may not be in existence for the lifetime of the development.

Table 5 - Flood Risk Vulnerability and Flood Zone ‘Compatibility’ as identified in Table D.3 of PPS25

Flood Risk Vulnerability classification (see Table D2

of PPS25)

Essential Infrastructure

Water Compatible

Highly Vulnerable

More Vulnerable

Less Vulnerable

Zone 1 Yes Yes Yes Yes Yes

Zone 2 Yes Yes Exception

test required

Yes Yes

Zone 3a Exception test required Yes No

Exception test

required Yes

Zone 3b ‘Functional Floodplain’

Exception test required Yes No No No

Key: Yes: Development is appropriate, No: Development should not be permitted.


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4.3 Historic Flooding

The Environment Agency has confirmed that there are no details of any historic flood events in the area. No other records of historic flood events are available for the site.

4.4 Existing and Planned Flood Defence Measures

There are no existing and planned flood defence measures that protect the site from flooding.

4.5 Current Flood Risk

Micklehurst Brook flows through the site near the northern boundary from east to west and Staley Brook flows approximately 45m from the western boundary of the site from south to north.

The Micklehurst Brook and Staley Brook will not inundate the proposed development site as the ground levels of the site are at least 2m above the elevation of the rivers. Any flooding will be minimal and will be confined to the river corridor.

As noted in Section 4.2, the site is located within Flood Zone 1 and therefore has a ‘low probability’ of fluvial and/or tidal flooding, with less than 1 in 1000 annual probability of river flooding in any year (<0.1%).

Therefore, the site is not at risk of fluvial flooding.

‘More vulnerable’ uses are appropriate within Flood Zone 1 after the completion of a satisfactory FRA.


However, a number of secondary flooding sources have been identified in the Level 1 Screening Study which may pose a small risk to the site. These are:

• Flooding from rising / high groundwater

• Overland flow flooding

The secondary flooding sources will only inundate the site to a relatively low water depth and water velocity, will only last a short period of time, in very extreme cases and will not have an impact on the whole of the proposed development site.

These flooding sources, including the fluvial flooding and residual flood risk from the culverts, will be managed and mitigated on the proposed development site by using a number of techniques, and mitigation strategies to manage and reduce the overall flood risk at the site (see Section 6).


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5.0 SITE DRAINAGE

5.1 Surface Water Drainage

It is recognised that consideration of flood issues should not be confined to the floodplain. The alteration of natural surface water flow patterns through developments can lead to problems elsewhere in the catchment, particularly flooding downstream. For example, replacing vegetated areas with roofs, roads and other paved areas can increase both the total and the peak flow of surface water runoff from the development site. Changes of land use on previously developed land can also have significant downstream impacts where the existing drainage system may not have sufficient capacity for the additional drainage. This section considers the existing drainage system at the application site and potential impacts resulting from the development.

It is preferable that the developed runoff rate is returned to the pre-development runoff rate, or greenfield runoff rate (i.e. natural runoff rate). However, paragraph F10 of PPS25 Appendix F states that:

“The surface water drainage arrangements for any development site should be such that the volumes and peak flow rates of surface water leaving a developed site are no greater

than the rates prior to the proposed development, unless specific off-site arrangements are made and result in the same net effect”.

A surface water management strategy for the development will be required to manage and reduce the flood risk posed by the surface water runoff from the site. The developer will be required to ensure that any scheme for surface water should build in sufficient capacity for the entire site.

The requirement of H3 of the Building Regulations 20006

• an adequate soakaway or some other adequate infiltration system; or, where that is not reasonably practicable,

suggests three possible options to discharge the surface water runoff. Surface water runoff shall discharge to one of the following, listed in order of priority:

• a watercourse; or where that is not reasonably practicable,

• a sewer.

5.2 Existing Drainage System

It is understood that the existing drainage infrastructure at the site efficiently and effectively manages surface water runoff generated at the proposed development site. As there is no history of flooding at the site it is likely that the current drainage system is sufficient for the current site use.

6 Office of the Deputy Prime Minister, The Building Regulations 2000.


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Precise details of the current drainage system, with regards to the drainage network and discharge locations is not available however, it is understood that the majority of the rainfall discharges to the local sewer network or discharges to Micklehurst Brook.

5.3 Current Runoff Rate

As noted in Section 3.2, currently the site is in a greenfield condition and is entirely grassed (see Figure 1) therefore, the entire site consists of permeable surfaces. The site covers an irregular parcel of land with an area of approximately 1.7 hectares.

Current conditions allow a greater amount of infiltration into the soil substrate to occur and/or the local drainage network thus minimising surface water runoff.

5.4 Post-Development Runoff Rate

The masterplan for the site includes residential units with associated access, car parking, landscaping and roadways. Therefore, the amount of impermeable surfaces will increase compared to current conditions. However, the masterplan includes permeable surfaces such as permeable paving, landscaped areas and gardens therefore, allowing a proportion of the rainfall to infiltrate into the soil substrate.

5.5 Developed Site Drainage

An assessment of the surface water runoff rates has been undertaken, in order to determine the surface water options and attenuation requirements for the site. The assessment considers the impact of the site compared to current conditions. Therefore, the surface water attenuation requirement for the developed site can be determined and reviewed against existing arrangements.

In order to quantify any potential increase in surface water runoff, the existing and pre-development runoff rate from the site must initially be determined. The rates of runoff have been determined using the current ‘industry best practice’ guidelines as outlined in the Interim Code of Practice for SUDS7. The recommended methodology for sites up to 50 hectares in area is the Institute of Hydrology Report 124 method (IoH124)8

This has been compared in Table 6, to the estimated rate of surface water runoff from the developed site, also calculated using the IoH124 method. The following parameters have been incorporated into the runoff calculations:

.

• Catchment Area: 1.7ha (from site development plans);

• Average Annual Rainfall (SAAR): 1217mm/year;

• Soil: 0.50;

7 Office of the Deputy Prime Minister, National SUDS Working Group, July 2004, Interim Code of Practice for sustainable drainage systems. 8 Institute of Hydrology (1994) Flood estimation for small catchments. Report no 124.


© Enzygo Ltd 2011 17 SHF.135.001.R001.D

• Impermeable Areas:

• Pre-development = 0%

• Post-development = 56%; and

• Region No.: 10

In order to represent the change in runoff at the site as a result of the proposed development, and to ascertain the required attenuation volumes, the urban function within the IoH 124 method has been altered. It is preferable that the developed runoff rate is returned to the pre-development runoff rate, or greenfield runoff rate (i.e. natural runoff rate). However, paragraph F10 of PPS25 Appendix F states that:

“The surface water drainage arrangements for any development site should be such that the volumes and peak flow rates of surface water leaving a developed site are no greater

than the rates prior to the proposed development, unless specific off-site arrangements are made and result in the same net effect”.

Table 6 below shows a comparison of surface water runoff rates pre-, post application and greenfield. Table 6 indicates that the proposed development of the application site would result in an increase in surface water runoff without adequate mitigation. The 1 in 100 year (including climate change) runoff for the site will increase by 24.6l/s from 48.5l/s to 73.1l/s. Therefore, the 1 in 2 year post application runoff rate will be 19.8l/s/ha whereas the 1 in 2 year pre-application runoff rate is 9.8l/s/ha.

The measures detailed in Section 5.6 and 5.7 will control the surface water runoff from the site and therefore surface water flood risk as the runoff from the developed site.

Table 6 - Changes in the Site Runoff Characteristics

Annual Probability (Return Period, years)

Pre-application Runoff (l/s)

Post application Runoff (l/s)

Difference in Runoff (l/s)

100% (1) 15.6 29.3 13.7

50% (2) 16.7 33.7 17.0

3.33% (30) 30.4 50.5 20.1

1% (100) 37.3 56.2 18.9

1% + Climate Change 48.5 73.1 24.6

Note: 30% added to rainfall data to account for long-term climate change as stated in PPS25. The 2 year, 30 year and 100 year annual probability events are of importance to the Water Companies and the Environment Agency when looking at sewage discharge and flood risk.


© Enzygo Ltd 2011 18 SHF.135.001.R001.D

5.6 Sustainable Drainage Options (SUDS)

Sustainable water management measures should be used to control the surface water runoff from the proposed development site therefore, managing the flood risk to the site and surrounding areas from surface water runoff.

Current guidance promotes sustainable water management through the use of SUDS. A range of SUDS options is described in Annex F of PPS25 and includes:

• Green roofs

• Water butts

• Permeable paving

• Rainwater harvesting

• Filter strips

• Wetland Areas

• Infiltration basins

• Detention basins

• Oversized pipes

• Ponds

A hierarchy of techniques is identified9

1. Prevention – the use of good site design and housekeeping measures on individual sites to prevent runoff and pollution (e.g. minimise areas of hard standing).

:

2. Source Control – control of runoff at or very near its source (such as the use of rainwater harvesting).

3. Site Control – management of water from several sub-catchments (including routing water from roofs and car parks to one/several large soakaways for the whole site).

4. Regional Control – management of runoff from several sites, typically in a detention pond or wetland.

It is generally accepted that the implementation of SUDS as opposed to conventional drainage systems, provides several benefits by:

• reducing peak flows to watercourses or sewers and potentially reducing the risk of flooding downstream;

• reducing the volumes and frequency of water flowing directly to watercourses or sewers from developed sites;

• improving water quality over conventional surface water sewers by removing pollutants from diffuse pollutant sources;

• reducing potable water demand through rainwater harvesting;

• improving amenity through the provision of public open spaces and wildlife habitat; and

• replicating natural drainage patterns, including the recharge of groundwater so that base flows are maintained.

9 CIRIA (2004) Report C609, Sustainable Drainage Systems – Hydraulic, Structural and Water Quality advice.


© Enzygo Ltd 2011 18 SHF.135.001.R001.D

5.7 Surface Water Management Strategy

A surface water management strategy for the proposed development will be required for any development of the site as part of an FRA to manage and reduce the flood risk posed by the surface water runoff from the site. The developer will be required to ensure that any scheme for surface water should build in sufficient capacity for the entire site.

The Environment Agency and Local Planning Authority (LPA) require that the surface water run-off from the development site does not exceed the surface water run-off from the site in its present use.

A number of the SUDS options detailed in Section 5.6 will be used on the site in combination to attenuate the surface water runoff. These are

• Permeable paving of all driveways,

• Filter strips and soakaways to drain retaining structures;

• Creation of a wet woodland/marsh; and

• Oversized pipes.

Permeable paving will be used on all of the driveways of the residential dwellings and filter strips discharging to soakaway will be used to drain the retaining structures and landscaped areas where needed.

The creation of a wet woodland/marsh will store and attenuate a proportion of the rainfall and will allow infiltration of the surface water into the soil substrate. A number of other landscaped areas and gardens have also been incorporated into the masterplan for the site, which will allow a proportion of the rainfall to infiltrate into the soil substrate.

These will provide an attractive scheme that enhances the site provides other benefits such protecting groundwater, ecology, landscape, improve the sustainability of the site, while also recycling a valuable resource.

Surface water runoff would be directed to the drainage system through drainage gullies located around the perimeter of the buildings and through contouring of the hardstanding areas.

Oversized pipes in the main access road will attenuate the surface water runoff from the site.

The attenuation volume required to restrict runoff from the developed site has been calculated using the industry standard InfoWorks software suite in accordance with ‘Sewers for Adoption 6th Edition’.


© Enzygo Ltd 2011 19 SHF.135.001.R001.D

5.7.1 Attenuation Requirement

The attenuation volume required for the 1 in 100 year rainfall event plus climate change (+ 30%) through the use of an oversized pipe has been determined.

The attenuation volume required to restrict runoff to the runoff rate of 5l/s has been determined to be approximately 360m3.

The attenuation volume required to restrict runoff to the pre-development 1 in 2 year runoff rate of 15.6l/s has been determined to be approximately 230m3.

The system was modelled within InfoWorks base upon an impermeable contributing area of 0.51ha (i.e. 0.34ha of roadways and 0.21ha of roofs) using the 1 in 100 year rainfall event plus climate change (+ 30%).

It is proposed that the detailed design of the final scheme would be agreed with the Environment Agency and LPA prior to works commencing.

5.8 Drainage Network

Appendix 5 shows the proposed foul and surface water drainage network for the site.

Development of the site will take place with separate systems for foul and surface water drainage. The foul drainage will extend to the public sewer and the surface water drainage will discharge to Micklehurst Brook.

5.8.1 Foul Network

Off-site sewerage may be required which may be provided by the developer and considered for adoption under Section 104 of the Water Industry Act 1991. Alternatively, the developer may in certain circumstances be able to requisition off-site sewers under Section 98 of the Water Industry Act 1991 for which an application must be made in writing.

Adoptable sewers have been designed and constructed in accordance with ‘Sewers for Adoption 6th Edition’.

Levels for connection to the existing system to the west of the site have been taken from the un-adopted system.

Levels for connection to the existing system to the north of the site have been taken from United Utilities supplied records.

All levels should be checked on site before construction commences.

5.8.2 Surface Water Network

Roof water should not pass through the traditional ‘stage’ or full retention type of interceptor/separator. It is good drainage practice for any interceptor/separator to be located upstream of any on-site balancing, storage or other means of flow attenuation that may be required.


© Enzygo Ltd 2011 20 SHF.135.001.R001.D


Outfall levels have been assumed as no 1 in 100 year water level is available for Micklehurst Brook.

Oversized tank pipes are parallel pipes connecting to the same manhole. Proprietary Hydro-Break to be used discharging 5l/s with a 4.3m head.

5.9 Geology and Groundwater

The following information has been taken into account when the detailed design of the surface water drainage system for the proposed development site.

5.9.1 Geology

As noted in Section 4.1.3, the British Geological Survey map indicates that the solid geology under laying the site is Millstone Grit consisting of mudstone, sandstone and siltstone. The superficial geology consists of Till - Diamicton.

5.9.2 Groundwater

Small amounts of groundwater maybe associated with natural Quaternary deposits of alluvium in the Micklehurst Brook floodplain.

5.9.3 Source Protection Zones

The proposed development site is not located within a Source Protection Zone.


© Enzygo Ltd 2011 21 SHF.135.001.R001.D

6.0 RISK MANAGEMENT

6.1 Introduction

The flood risk at this location is considered suitable for ‘more vulnerable’ developments within PPS25. In this flood zone, developers and local authorities should seek opportunities to reduce the overall level of flood risk in the area through the layout and form of the development, the appropriate application of SUDS techniques and the use of flood mitigation measures is recommended in accordance with PPS25.

This report details the flood risk at the site and how this could be managed and mitigated to allow the site to be development for housing in the future. This FRA informed the preparation of the masterplan to the site ensuring that flood risk was taken into account.

A number of mitigation options can be considered to ensure that developments will be safe and not increase flood risk elsewhere.

6.2 Site Layout

The layout of the developed site can be used to mitigate the effects of flooding on the site. The Practice Guide to PPS2510

“Where the Sequential Test shows that there are no suitable available alternative sites in lower flood risk areas and development is required, the sequential approach should be

applied

states the following:

within

Residential developments contain a variety of land uses, including dwellings, vehicle/pedestrian access, car parks, shops, schools and other community facilities.

the development site to located the most vulnerable elements of a development in the lowest flood risk area”.

The most vulnerable uses (housing) have been restricted to the high ground at a lower risk of flooding, and the flood compatible uses (car parks, open spaces etc) have been restricted to lower ground in the higher risk areas near Micklehurst Brook.

6.3 Landscaped Areas and Wet Woodland/Marsh

The incorporation of a number of landscaped areas and the creation of a wet woodland/marsh; within the developed site will reduce the overall amount of hardstanding of the post development site. As well as reducing the surface water runoff from the site the landscaped areas will reduce the affect of flooding from the secondary flooding sources.

The creation of a wet woodland/marsh will store and attenuate a proportion of the rainfall and will allow infiltration of the surface water into the soil substrate. A number of other

10 Communities and Local Government (2008) Planning Policy Statement 25: Development and Flood Risk (PPS25), Practice Guide.


© Enzygo Ltd 2011 22 SHF.135.001.R001.D

landscaped areas and gardens have also been incorporated into the masterplan for the site, which will allow a proportion of the rainfall to infiltrate into the soil substrate.


6.4 Buffer Strip

No development will take place within 8m of Micklehurst Brook. This will be left free from any permanent development; this includes fences and other obstructions.

This is required in order to retain access for the riparian owner and/or the Environment Agency to carry out its flood defence functions and to provide an ecological buffer zone to the protect the river environment. This will help mitigate the flood risk at the site as it will provide areas of storage if the river banks are overtopped/breached.

6.5 Safe Access and Egress Routes

PPS25 requires that, where required, safe access and escape is available to/from new developments in flood risk areas (paragraph 8 of PPS25). Access routes should be such that occupants can safely access and exit their dwellings in design flood conditions. These routes must also provide the emergency services with access to the development during a flood event and enable flood defence authorities to carry out any necessary duties during the period of flood.

As the site and surrounding area is located within Flood Zone 1 a safe access and egress route, including emergency access, can be maintained for vehicles and/or by foot. The access to the site will be taken through the adjoining Countryside site. Secondary safe access and egress routes by foot are also available.

6.6 Surface Water Management Strategy

As Noted in Section 5, a surface water management strategy for the proposed development has been developed to manage and reduce the flood risk posed by the surface water runoff from the site, including the appropriate application of SUDS techniques to attenuate the surface water runoff.

A number of the SUDS options detailed in Section 5.7 will be used on the site in combination to attenuate the surface water runoff. These are






© Enzygo Ltd 2011 23 SHF.135.001.R001.D

Permeable paving will be used on all of the driveways of the residential dwellings and filter strips discharging to soakaway will be used to drain the retaining structures and landscaped areas where needed.

The creation of a wet woodland/marsh will store and attenuate a proportion of the rainfall and will allow infiltration of the surface water into the soil substrate. A number of landscaped areas have also been incorporated into the masterplan for the site, which will allow a proportion of the rainfall to infiltrate into the soil substrate.


Oversized pipes in the main access road will attenuate the surface water runoff from the site.



© Enzygo Ltd 2011 24 SHF.135.001.R001.D

7.0 SUMMARY AND CONCLUSION

This report presents an FRA, in accordance with PPS25, to support an outline planning application for a residential development with access, at land off Micklehurst Road, Mossley, Tameside.

This report details the flood risk at the site and how this could be managed and mitigated to allow the site to be development for housing in the future.

It is anticipated that the proposed development will consist of residential units with associated car parking, landscaping and roadways.

This report details the flood risk at the site and how this could be managed and mitigated to allow the site to be development for housing. The FRA has informed the masterplan for the site, taking flood risk into account.

The FRA has demonstrated the following:

• The site is located within Flood Zone 1 and therefore has a ‘low probability’ of fluvial and/or tidal flooding, with less than 1 in 1000 annual probability of river flooding in any year (<0.1%).

• Therefore, the site is not at risk of fluvial flooding.

• ‘More vulnerable’ uses (including residential use) are appropriate within Flood Zone 1 after the completion of a satisfactory FRA.


However, a number of secondary flooding sources have been identified in the Level 1 Screening Study which may pose a small risk to the site. These are:

• Flooding from rising / high groundwater

• Overland flow flooding

The secondary flooding sources will only inundate the site to a relatively low water depth and water velocity, will only last a short period of time, in very extreme cases and will not have an impact on the whole of the proposed development site.

These secondary flooding sources will be managed and mitigated on the proposed development site by using a number of techniques, and mitigation strategies to manage and reduce the overall flood risk at the site.

In addition, the assessment has considered the potential impact of the proposed development on surface water runoff rates. Appropriate mitigation measures to attenuate surface water have been presented. Current guidance promotes sustainable water


© Enzygo Ltd 2011 25 SHF.135.001.R001.D

management through the use of SUDS. A number of the SUDS options will be used on the site in combination to attenuate the surface water runoff. These are






The attenuation volume required for the 1 in 100 year rainfall event plus climate change (+ 30%) through the use of an oversized pipe has been determined. The attenuation volume required to restrict runoff to the runoff rate of 5l/s has been determined to be approximately 360m3. The attenuation volume required to restrict runoff to the pre-development 1 in 2 year runoff rate of 15.6l/s has been determined to be approximately 230m3.

The system was modelled within InfoWorks base upon an impermeable contributing area of 0.51ha (i.e. 0.34ha of roadways and 0.21ha of roofs) using the 1 in 100 year rainfall event plus climate change (+ 30%).

Therefore this FRA demonstrates that the proposed development would be operated with minimal risk from flooding, would not increase flood risk elsewhere and is compliant with the requirements of PPS25.

The development should not therefore be precluded on the grounds of flood risk.


© Enzygo Ltd 2011 26 SHF.135.001.R001.D

DRAWINGS


© Enzygo Ltd 2011 27 SHF.135.001.R001.D

APPENDIX 1

Environment Agency Correspondence

1

Keelan Serjeant

From: NW South, External Relations [[email protected]]Sent: 14 January 2010 16:29To: Keelan SerjeantSubject: WTNFRM30702 - Micklehurst Road, Mossley

Dear Keelan

RE: WTN/FRM30702

The site is not located in Flood Zone 2 or 3, however is located adjacent to Micklehurst and Staley Brooks.

There is model data from a Flood Map Update 2008/09, which has levels for 20, 100, 100 plus climate change and 1000 year return periods.

There are no details of any historic events in the area, however this does not mean that flooding has not occurred and will not occur in the future. There are no flood defence measures in the area.

We do not hold any information regarding flooding due to drainage problems, groundwater, aquifer design or soil classification.

We have to take into account costs incurred in supplying and licensing your use of our Information. Charges are based on:

i. The time spent by our staff in providing you with the information requested, current rates being at £25.00 per hour. These charges are not subject to VAT;

ii. A standard charge of at £10 for the extra permission to use our information commercially as set out in the attached Standard Notice (Commercial). VAT is applicable to this charge.

The information you have requested will cost £41.75/£61.75 to supply. This charge has been determined as follows:

Basic FRA/ FCA Map = £25.00

Payment processing cost at ( £5 .00 / £ 25 .00)

Commercial re-use charge = £10.00 + VAT = £1.75

Total cost = £ 41.75 by credit card/£ 61.75 by cheque

(£25 if paying by cheque, £5 if paying by credit card - delete as applicable)

If paying by cheque, please make it payable to the ‘Environment Agency’ and send it to the External Relations Team, at the address below. If you prefer to pay by credit card please contact us on 01925 543345/46/47.

We will supply the information/data you have requested after we receive your payment. We will not start work on your enquiry until we have received your payment. If we have not received payment within 4 weeks of this email being issued the request for information will be deemed to have been withdrawn.

If you have any further queries please do not hesitate to contact me on the number below or by emailing [email protected].

Yours sincerely

Sandra Welding External Relations Environment Agency

®f

®f#*#*#*

STBR01_0408

STBR01_0407a

STBR01_0407b

WTNFRM30702

WTNFRM28961

FRA Map centred on SD9809701950 - created 19 January 2010 [Ref:WTNFRM30702]

LegendMain River

#* Export_Output

Flood Zone 3

Flood Zone 2

Contact Us: National Customer Contact Centre, PO Box 544, Rotherham, S60 1BY. Tel: 08708 506 506 (Mon-Fri 8-6). Email: [email protected]© Environment Agency copyright and / or database rights 2009. All rights reserved. © Crown Copyright and database right. All rights reserved. Environment Agency, 100026380, 2010.

Scale 1:10,000

Node Ref. Eastings Northings

Max Stage, 20-year (mAOD)



Max Stage, 100-year + 20% Flow [Climate Change]

(mAOD)STBR01_0408 397971 401945 146 146.08 146.2 146.1

STBR01_0407b 397965 401946 146.01 146.14 146.35 146.19

STBR01_0407a 397967 401946 146.04 146.18 146.42 146.23

2009

Contact: [email protected] 08708 506506

Standard Notice – Commercial

Information warning We, the Environment Agency, do not promise that the information supplied to you will always be accurate, complete or up to date or that the information will provide any particular facilities or functions or be suitable for any particular purpose. You, the recipient of the information must ensure that the information meet your needs and are entirely responsible for the consequences of using the Information.

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to, detriment to the Agency’s ability to achieve its objectives, or detriment to the environment, including the risk of reduced future

enhancement, or being prejudicial to the effective management of information held by

the Agency, or damage to the Agency’s reputation

4. Limitation of Liability We will under no circumstance be liable for indirect, special, or consequential damages including any loss of business, revenue, profits, goodwill, reputation, anticipated savings or data in relation to your use of the information supplied to you. Nothing within this Agreement will operate to exclude any liability for death or personal injury arising as result of the negligence of the Environment Agency, or any of their employees or agents. Any implied promise or warranty is excluded as far as the law allows. Our maximum aggregate liability in connection with this agreement shall not exceed the total sum of one thousand pounds 5. Intellectual Property Rights No Intellectual Property Rights are transferred or licensed to you save those which are expressly provided in this agreement 6. Assignment You may not transfer or in any other way make over to any third party the benefit of this agreement either in whole or in part 7. Waiver Failure by either of us to exercise or enforce any rights available to it, or any forbearance, delay or grant of indulgence, will not be construed as a waiver of rights under this agreement or otherwise 8. Entire agreement This agreement constitutes the entire agreement between us and supersedes all oral or written agreements, representations, understandings or arrangements (whether previous, contemporaneous or future) relating to its subject matter. You agree to waive any right to rescind this agreement by virtue of any misrepresentation and not to claim damages for any misrepresentation that is not fraudulent 9. Severance If any part of the agreement is found by a court of competent jurisdiction or other competent authority to be unenforceable, then that part will be severed from the remainder of the agreement which will continue to be valid and enforceable to the fullest extent permitted by law 10. Variation and Termination This agreement may not be amended, modified, varied or supplemented but it may if both of us agree be terminated or replaced by a new agreement 11. Relationship of Parties We are not in a partnership or joint venture, nor is either of us the agent of the other or authorised to act on behalf of the other 12. Rights Of Third Parties No third parties shall have rights to enforce any part of this agreement under the Contracts (Rights of Third Parties) Act 1999 13. Governing Law This agreement shall be governed and construed in accordance with English law


© Enzygo Ltd 2011 28 SHF.135.001.R001.D

APPENDIX 2

United Utilities Sewer Plan

Facsimile: 0870 7510102

Email: [email protected]

Your Ref:

Our Ref: 08/ 757231

Date: 12/08/2010MsContact: Rob Payne

ENZYGO LTD

STEP BUSINESS CENTRE, WORTLEY ROADDEEPCARSHEFFIELDS36 2UH

FAO:

Dear Sirs

Location:

I acknowledge with thanks your request dated

Please find enclosed plans showing the approximate position of our apparatus known to be in thevicinity 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 additionyou should ensure they are made available to anyone carrying out any works which may affect ourapparatus.

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

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

Site at Micklehurst Road Mossley Tameside

10/08/10 for information on the location of our services.

Yours Faithfully,

Sue McManus Operations Manager Property Searches

Please ensure that a copy of these conditions is passed toyour representative and contractor on site.

1. United Utilities provides the approximate locations of itssewers according to its records. These records are notnecessarily accurate or complete nor do they normally showthe positions of every sewer culvert or drain, privateconnections from properties to the public sewers or theparticulars of any private system. No person or company shallbe relieved from liability for any damage caused by reason ofthe actual positions and/or depths being different from thoseindicated. The records do indicate the position of the nearestknown public sewer from which the likely length of privateconnections can be estimated together with the need for anyoff site drainage rights or easements.

2. Special requirements relative to our sewers may be indicated.United Utilities employees or its contractors will visit any site atreasonable notice to assist in the location of its undergroundsewers and advise any precautions that may be required toobviate any damage. To arrange a visit or for furtherinformation regarding new supplies, connections, diversions,costing, or any notification required under these GeneralConditions, please call us on 0845 746 2200.

3. Where public sewers are within a site which is to be developedand do not take any drainage from outside the area, they arefrom an operational viewpoint redundant. The developer mustidentify all redundant sewers affected by the development andapply to United Utilities in writing for these sewers to beformally closed. The developer shall bear all related costs ofthe physical abandonment work.

4. Public sewers within the site that are still live outside the area,will be subject to a “Restricted Building zone”. This wouldnormally be a surface area equivalent to the depth of thesewer measured from the centre line of the sewer on eitherside. No construction will be permitted within that zone. Thedeveloper should also note that deep and wide rooted treesmust not be planted in close proximity to live sewers. Accessto public sewers must be maintained at all times and nointerference to manholes will be permitted during constructionwork.

5. Where there is a public sewer along the line of a proposeddevelopment/building, arrangements shall be made by thedeveloper at his cost to divert the sewer around thedevelopment. Where this is not possible and as a last resort, a“Building Over Agreement” will need to be completed undersection 18 of the Building Act 1984. The developer shalldesign building foundations to ensure that no additionalloading is transferred to the sewer and submit such detailsboth to the Local Authority’s Building Control Officer and toUnited Utilities for approval/acceptance. United Utilities on arechargeable basis would normally undertake all aspects ofdesign work associated with the diversion of any part of theoperational wastewater network.

6. Where there is a non-main river watercourse/culvert passingthrough the site, the landowner has the responsibility of ariparian owner for the watercourse/culvert and is responsiblefor the maintenance of the fabric of the culvert and for allworks involved in maintaining the unrestricted flow through it.Building over the watercourse/culvert is not recommended.The developer must contact the local authority before anyworks are carried out on the watercourse/culvert. Where it isnecessary to discharge surface water from the site into thewatercourse/culvert the developer shall make an assessmentof the available capacity of the watercourse/culvert (based ona 1 in 50 year event) and ensure that the additional flow to bedischarged into the watercourse/culvert will not cause anyflooding. In appropriate cases, flooding may be prevented byon-site storage. The developer shall submit the relevant detailsrequired to substantiate his development proposals. Details ofany outfall proposed shall also be submitted to theEnvironment Agency, PO Box 12, Richard Fairclough House,Knutsford Road, Warrington, Cheshire, WA4 1HT for theirapproval.

7. Where there is a main river watercourse/culvert passingthrough the site, the developer shall submit all proposalsaffecting the river to the Environment Agency at the addressstated in paragraph 6 for approval/acceptance.

Conditions and informationregarding wastewater network

These general conditions and precautions applyto the wastewater network of United Utilities.

Combined sewers shown coloured red carry both surfacewater and foul sewage, especially in areas where there is noseparate surface water sewerage system.

Foul sewers coloured brown may also carry surface waterand there may be no separate surface water systemindicated in the immediate area. Both combined and foulsewers carry wastewater to our treatment works before it cansafely be returned to the environment.

Surface water sewers coloured blue on our drawings areintended only to carry uncontaminated surface water (e.g.rainfall from roofs, etc) and they usually discharge into localwatercourses. It is important for the protection of theenvironment and water quality that only uncontaminatedsurface water is connected to the surface water sewers.Improper connections to surface water sewers from sinkwastes, washing machines and other domestic use of watercan cause significant pollution of watercourses.

Pumped mains, rising mains and sludge mains will all besubject to pumping pressures and are neither suitable noravailable for making new connections.

Highway drains, when included, show as blue andblack dashed lines. Highway drains are not assetsbelonging to United Utilities and are the responsibility oflocal authorities.

10. For information regarding future proposals for constructionof company apparatus please write to United Utilities,PO Box 453, Warrington, WA5 3QN.

11. For information regarding easements, deeds, grants orwayleaves please write to United Utilities Property Solutions,Coniston Buildings, Lingley Mere Business Park,Lingley Green Avenue, Great Sankey, Warrington WA5 3UU(Tel: 01925 463 501).

8. Your attention is drawn also to the following:

• Private drains or sewers which may be within the site.United Utilities has no duty to keep records of private drainsand sewers, and there are no comprehensive records keptelsewhere. Local Authority Building Control Officers may haverecords of recent developments and they or the developermay be able to provide information in this respect.

• Applications to make connections to the public sewer.The developer must write to United Utilities requesting anapplication form that must be duly completed and returned.No works on the public sewer shall be carried out until aletter of consent is received from United Utilities.

• Sewers for adoption.If an agreement for the adoption of sewers under Section 104of the Water Industry Act 1991 is being contemplated, asubmission in accordance with “Sewers for Adoption”, FifthEdition, published by the Water Research Centre (2001) Plc,Henley Road, Medmenham, PO Box 16, Marlow,Buckinghamshire, SL7 2HD will be required, taking intoconsideration any departures from the general guidestipulated by United Utilities.

• Further consultation with United Utilities.Developers wishing to seek advice or clarification regardingsewer record information provided should contact UnitedUtilities to arrange an appointment. A consultation fee may becharged, details of which will be made available at the time ofmaking an appointment.

9. Combined sewers, foul sewers, surface water sewers, andpumped mains. These are shown separately in a range ofcolours or markings to distinguish them on our drawings, whichare 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.

01/07/UUNW/DC/1997a

United Utilities Water PLCHaweswater House, Lingley Mere Business Park,Lingley Green Avenue, Great Sankey, Warrington WA5 3LPwww.unitedutilities.com

Registered in England and Wales Registered Number 2366678

(Tel: 01925 463 654).

T-JUNCTION(SADDLE)

ABANDONED SEWER

MANHOLE

SIDE ENTRYMANHOLE

LAMP HOLE

DUAL

PENSTOCK

OIL INTERCEPTOR

RODDING EYE

SOAKAWAY

TUMBLING BAY

UNSPECIFIED

VALVE

GHOST NODE (inc. GN - Rising Main & GN - Dual Function)

CONTROL VALVE

GULLEY

EXPEDIENCY NODE (CHANGE OF CHARACTERISTIC)

CONTROL KIOSK

PUMPINGSTATION

DISCHARGE POINT(OUTFALL)

VENT COLUMN

SEWEROVERFLOW

EJECTOR STATION

SLUDGE PUMPING STATION

WASTE WATERTREATMENT WORKS

WASTE WATER SYMBOLOGY

PRIVATE SEWER

SIDE ENTRY CATCHPIT

SIDE ENTRY CHAMBER

SIDE ENTRY DROPSHAFT

WASHOUT

DROPSHAFT

CATCHPIT

CHAMBER

COMBINED FOUL

TANK

SITE TERMINATION

SURFACE

AIRVALVE

SHEET EDGE

HATCHBOX

HEADWALL

HYDROBRAKE

INLET

CASCADE

Trapezoidal

Ghost(to allow pipe bends)

GQ Expediency Node

Ghost in Rising Main

Vent Column

YEOI

T

HorseshoeUnspecified

Hydrobrake

Cascade

OverflowTransition

Unspecified

GulleyEjectorOil InjectorInlet

B

ValveUnspecified

XU

BArchBarrel

A

U

T

H

NODE TABLE ABBREVIATIONS

Junction

OU

MANHOLE / NODE TYPE

Manhole

MANHOLE FUNCTION

CMJLHRF

Z

TFSC

Combined Sewer Overflow

SoakawayDual Function ManholeTreatment Works

V

PSD

W

SEWER SHAPE

Pumping Station

LampholeHatchboxRodding EyeOutfall

FoulSurfaceCombined

F

CircularEggOvalFlat Top

EO

C

Polyvinyl Chloride

Concrete Segments (Bolted)Concrete Segments (Unbolted)Concrete Box CulvertDuctile Iron

Glass Reinforced PlasticPlastic / Steel Composite

Unspecified

Pitch FibreMasonry - In Regular CoursesMasonry - Randomly Coursed

Glass Reinforced Concrete

PolytheneReinforced Plastic MatrixSteelVitrified Clay (All Clayware)Polypropylene

Asbestos Cement

Spun (Grey) IronConcrete

SEWER MATERIAL

BrickACBR

Cast IronCISICOCSCSCC

RectangularSquare

RS

PE

DIGRGRPSPV

RP

VCST

PPPFMAMAU

This plan is based upon the Ordnance Survey mapwith the sanction of the Controller of H.M.Stationary Office.Unauthorised reproduction infringes copyright.Crown Copyright preserved.

Note - ALL flow direction arrows are BLUE - colour not significant

OS Sheet No: SD9702SEScale 1:1250 Date: 12-Aug-2010

OS Sheet No: SD9702SEScale 1:1250 Date: 12-Aug-2010

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Printed by: Rob Payne

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M 142.27 150

138.58 450

M

S M

S 147.85 100

142.53

TypeFunc Invert

S M 100

147.02 100

7105

142.97104 C

150.27 C

149.77102

7103 143.43 C

7100 144.85

7101 147.35

Refno Cover

T-JUNCTION(SADDLE)

ABANDONED SEWER

MANHOLE

SIDE ENTRYMANHOLE

LAMP HOLE

DUAL

PENSTOCK

OIL INTERCEPTOR

RODDING EYE

SOAKAWAY

TUMBLING BAY

UNSPECIFIED

VALVE


CONTROL VALVE

GULLEY


CONTROL KIOSK

PUMPINGSTATION


VENT COLUMN

SEWEROVERFLOW

EJECTOR STATION




PRIVATE SEWER

SIDE ENTRY CATCHPIT

SIDE ENTRY CHAMBER


WASHOUT

DROPSHAFT

CATCHPIT

CHAMBER

COMBINED FOUL

TANK

SITE TERMINATION

SURFACE

AIRVALVE

SHEET EDGE

HATCHBOX

HEADWALL

HYDROBRAKE

INLET

CASCADE

Trapezoidal


GQ Expediency Node


Vent Column

YEOI

T


Hydrobrake

Cascade

OverflowTransition

Unspecified


B

ValveUnspecified

XU

BArchBarrel

A

U

T

H


Junction

OU

MANHOLE / NODE TYPE

Manhole

MANHOLE FUNCTION

CMJLHRF

Z

TFSC



V

PSD

W

SEWER SHAPE

Pumping Station


FoulSurfaceCombined

F


EO

C

Polyvinyl Chloride



Unspecified




Asbestos Cement


SEWER MATERIAL

BrickACBR


RectangularSquare

RS

PE

DIGRGRPSPV

RP

VCST

PPPFMAMAU



OS Sheet No: SD9802SWScale 1:1250 Date: 12-Aug-2010

OS Sheet No: SD9802SWScale 1:1250 Date: 12-Aug-2010


Buc

1

Wate

8981

Tanks

HOWARD'SLANE

Tanks

Tanks

1

61

18

63

20

1

29

2

9

64

Sub Sta

3

El7

57

2

8

59

16

8

North View

TH

E W

ILLOW

S

1

2

1

8

TH

E B

EE

CH

ES

1

12

TH

E P

OP

LAR

S

53

34

WINTERFORD ROAD

55

1

Pond

24

22

190.2m

27

Path

Path (um

)

Path (um)

Road

Games Court

29

United Reformed Church

TUD

OR

CL

1

7

186.5m

118

1

MARLE RISE

4

13

182.9m

CottagesTank

Reservoir

2

Primrose Hill

6 4

202.7m

TH

E LIM

ES

416

The Moorlands

HU

DD

ER

SF

IELD

RO

AD12

24

14

High S

chool

Path (um

)

23

Nursing Home

Jonathon Grange

Laundry

LB

Tank

Breezehill Cottages6

40

39

36

45 11

MOORSIDE R

OAD2

13

2

47

1

1

BRACKENHURST AVENUE

14

21

25

23

24

3

24

127

29

El Sub Sta

Ivy Bank

114

11

104

45

DUKE STREET

19

Mansfield V

iew

10

Marle

5

75

92

2

79

94

MICKLEHURST ROAD

1

FB

Micklehurst Brook

26

2

25

3

12

7

27

DALESFIELD CRESCENT

16

6

30

36

14

MAN

SFIELD R

OAD

2

12

1

11

74

1713

Richmond View

78

2

31

2

Abney

Off H

uddersfield

120

10

8

13

15

GO

RSE AVENUE

7

Mossley H

ollins

31

2

54

7

10

14

Lane H

ouse

44

Works

MA

RL

E A

VE

NU

E

1

Earth Cottages

9

26

1

2

HEATHERSIDE AVENUE

22

4

5

28

13

16

4

8

6

30

4a

2a

TCB

Andrews Buildings

62

73

Springfield76

1

Back Micklehurst Road

63

28

12

3

Church Institute

34

7

21

25

23

1

THE SYCAMORES

27

32

MICKLEHURST

2

20

7

8

17

2

15

Playground

51

LB

23

40

28

23

26

45

38

18

44

55

Springfield

45

153.9m

Cottages

House

All Saints'

43

Sub

28

Sta

El

36

3

39

38

36

8

2

THE ROWANS

15

40

9

19

28

15

24

TH

E R

OW

AN

S1

3

13

2

33

29

43

PlayingField

Reservoir

All Saints

Micklehurst

BrookMicklehurst

Vale Mills

Pond

Depot

Track

Playing Field

Water Works

30

DAISY HILL ROAD

Path

Playground

Path

HOW

ARD'S LA

4

37

C of E

Brook

THE

LAR

CH

ES

Micklehurst

5

Primary School

HOWARD'S LANE

TankPlot Temp Supply

Plot 1-5

HUDDERSFIELD ROAD (MU CARRILLION) SITE JHP

1

2

57

58

S

600 CO

225 VC

150 VC

100 VC

150 VC

600 CO

600 CO 225 VC

225 VC

225 VC

150 VC

225 VC

225 VC

150

VC

150 VC

150 VC

225 VC

225 VC 225 VC 225 VC

100 VC

100 VC

100 VC

100 VC

100 V

C

100 VC100

VC

100 VC

150 VC

150 VC

150 VC

150 VC

150 VC

100 VC

100 VC

100

VC

225 VC

150 VC

150 VC

150 VC

100 VC

150 VC

100 VC

100

VC

150 VC

150 VC

300 VC

225 VC

225 VC

150

VC

225 VC

225 VC

150

VC

150 VC

600 CO

150 VC

100 VC

150 VC

100 VC

100 VC

150 VC100 V

C225 VC

150 VC150 V

C

100 VC

225 VC

150 VC

100 VC

100 VC

150 VC 150 VC 150 VC

150 VC

100 VC

100 VC

150 VC

100 VC

100 VC

100 VC

100 VC100 VC

100

VC

100 VC

150 VC

150 VC

100

VC

100 VC

225 VC

100

VC

150 VC

150 VC

150 VC

300 VC300 VC

225 VC

150 VC

150 VC

100 VC

600 CO

150 VC

150

VC

150 VC

150 VC

100

VC

225 VC150 VC

300 VC

150 VC

150 VC

225 VC

150 VC

100 VC

100 VC

150 VC

150 VC

100 VC

300 VC

150 VC

150 VC

225 VC

225

VC

225 VC

225 VC

225 VC

150 VC

150 VC

300 VC

150

VC

150 VC

300 VC

150

VC

150 VC

150

VC

150 VC

300 VC

600 CO

150 VC

225 VC

150 VC150 VC

375 VC

225 VC

1200 BR

225 VC

150 VC 150 VC150 V

C

150

VC

2251200 CO

150 VC

225

VC

375 VC

225

VC

150 VC

150 VC

375

CI

375

CO

375 VC

375 VC

300 VC

375 CO

375 VC

150 VC

225 VC

150 VC

375 VC

375 VC

375 VC

VC

375 VC

4000

3000

3001

3002

4001

3004

3003

31043105

3109

3404

3403

34053402

3401

33073304

3305

3202

3203

3204

3206

3207

3301

3209

3211

3306

3106

3108

3201

3200

3212

4401

1401

4402

2102

3107

3110

210131032110

31012109

2216

2207

3208

2212

2300

2213 3210

3300

3302

2203

3205

2219

2218

2401

3303

2400 3400

2305

3903

22212107

2108

2201

2202

2205

2214

2215

2103

2100

2105

2104

2112

2111

2113

1002

2001

2005

1900 2904

1010

2200

2206

1232

1242

1231

1000

2902

1221 2210

2208

2211

2220

1301

2301

1305

1303

2304

2302

2303

2002 2003

2000

1006

2004

1100

1101

11021103

1207

1236

2204

22171214

1105

2106

1201

1104

1108

1109

1220

1223

1224

12301241

1205

1204

1233

1212

1213

1001

1003

1004

1009

1240

1218

1216

1219

1225

1300

1310

1309

1308

1200

1239

1106

1222

1226

1209

12351234

1208

1107

1202

1203

1110

0106

1211

1206

1210

1238

1237

1302

1304

0402

0305

0303

1215

03001217

0202

1227

0302

1307

1005

1008

10070002

0001

0101

0102

0105

0108

0103

0200

0201

1229

0107

1111

1228

2209

1306

0301

0203

0304

7

0400

0401

0306

0104

9402

0100

0109

0901


15.81

8.06

10.2

60.41

9.06

58.31

59.41

9.06

16.76

7.21

10

10.82

8.49

34

C VC 39

C VC

C VC

VC

C VC 11

VC

C VC 11

C

VC

C VC

C

C

C VC

C VC

VC

C

C VC

C

225

300

150

150

225

150

300

100

150

150

150

150

150

225

100

150

C M

C M 186.89

C M

C M 186.67

180.88

C

G

S G

179.29

179.34

M

C M 185.06

S

D 171.67

S M 175.82

J

C G

S

1306

188.32

1304 182.48

1305

C G

187.35

180.61302

1303

1300 180.99

1301 186.75

1240 177.48

1241

1242

174.26

1236

1237

1238

1239

18.38

8.06

13.42

25

4.47

24.08

36.62

6.4

5

6

VC

C

C VC

38

VC

C VC 5

VC

C

C VC

C VC

C

VC

C VC

VC

100

100

100

150

225

S

S D 175.16

C

D

S

S J

174.67

S

S M

M 181.44

172.98

J

S

S J

J

S

C M

G

1233 176.04

1234

1235

177.2

1229 174.15

1230

1231

1232

13

11.66

20.12

18.03

10.82

C

C VC 98

VC

C

C

C VC 10

VC 6

C

C VC 6

VC 51

100

100

150

100

100

100

150

150

150

100

S

C Q

M 176.34

175.83

C M

C M 183.16

178.55

C M

C M 178.78

181.25

176.641227

1228 182.75

1225

1226 177.94

183.78

1223 181.73

1224

179.24

1221 185.43

1222

20.22

19.24

18.87

21.38

18.11VC

C VC 31

C 22

VC

C VC

C 52

C

C VC 3

VC 45

150

100

100

100

150

C M

C M 179.99

183.49

C M

C M 178.42

179.12

C M

C M 176.02

178.05

C M

C M 179.71

175.7

181.48

1219 180.88

1220

179.48

1217 179.28

1218

176.73

1215 176.24

1216 13.04

17.49

21.02

26.31

8.6

12.21

18.38

62.48

10

23.35

C

C VC 8

VC 9

C

C VC 21

VC 5

C

C VC 8

VC 167

C

C VC 40

VC 74

100

100

150

100

100

C M

C M 174.11

176.88

S M

C M 170.39

172.69

F D

S M 169.56

174.46

181.54

1213 178.15

1214

175.63

1211 175.3

1212

173.1

1209 175.39

1210

171.78

1207 177.2

1208

20.62

22.02

24.08

13.42

12.73

C

C VC -20

VC 103

4

C VC 25

C VC

C

C VC 138

VC

C VC

C VC

225

100

100

150

100

150

150

150

100

150

S M

C M 170.23

175.24

S M

F D 174.78

171.78

C

F D

M 170.02

172.32

171.56

1205 174.02

1206

176.04

1203 173.09

1204

174.261201

1202 171.13

20.81

15.26

67.74

23.43

9.22

3.61

70.88

27.51

28.02

5C

C VC 127

VC

VC

VC

C

C VC

150

300

150

225

225

C J

S M 170.9

171.65

C M

S M 170.24

C M

S M 168.71

169.84

G

1109 S J

1110 C

1200

1111

172.1

172.44

1107 170.76

1108

7

24.33

18.79

46.84

6.32

C

C VC 81

VC 138

C

C VC 37

VC 7

VC

C VC 89

C 127

CO

C VC

C 37

150

150

150

150

375

C M

S M 168.47

169.51

M

C M 168.91

C 169.29

170.66

C M 169.51

C J

S Q 166.92

170.49

1105 171.13

1106

170.26

171.71103

1104

1101 170.39

1102 170.9

1010

1009

1100 169.83

4

28.28

23.54

32.25

94.25

C

VC

C VC 36

VC

C

VC

C VC 8

150

375

375

375

375

150

375

375

225

150

C M

S M 167.58

160.08

C M 165.68

C M

160.82

C M 163.06

G

1007 C J

1008 C

169.46

1005 161.3

1006

1003 161.15

1004 164.11 23.09

24.52

50.36

36.35

19.1

20.81

11.4

22.8

14.21

113.74

C

VC

C VC 11

C

C CO

C CI

VC

C VC

C VC

375

300

150

300

600

S

C M 162.25

M

O M 174.3

M

171.59M

C M

C

G

C G

C

1000

1001 164.94

1002 168.17

0400

0401

0402 176.87

0305

0306

0400 173.14

173.14

18.03

64 65

11.18

10.3

64.64

61

19 59.67

35 69.34

28.86

VC

C VC

VC

C

VC

VC

C VC

C

C

C VC

C VC

150

150

150

150

300

300

150

150

225

300

C M

C M 172.98

172.5

166.7

S M 172.79

C

C G

C

G

C

C M

G

0301 174.28

0302

0303

0304

175.43

168.780203

0300

0201 168.05

0202 174.33

7.81

10 54.92

6 12.81

28

13.04

13.15

18.6

VC

VC

C VC

C

C

C VC

C VC

VC

C VC

C VC

150

150

225

225

225

159.18

C M

C M 225

150

M

C M 164.68

C 166.86

C G

C Q 158.09

G

C0106 G

0107 C

161.26

0105 C M

0109

0108

0200 166.84

21.63

20.81

29 16.03

87

57.87

17 6.4

22 83.22

14

VC

C

C VC

C

VC

VCC

C VC

29.15375 C VC


C

Invert

375 VC 53.15

163.54

C M

C M 225

164.23 150

225

MC 158.47 150

162.02

G

C G

C

Refno Cover Func Type

0104

0102

0103 166.61

165.4

160.06

0101 163.84

0001

0002

0100

13.6

43.19

39.29

36.14

31.26

81.02

93.09

18.03

24.08

10.05

11.05

6.08

VC

C

C VC

C

C

C VC

C CO

VC

CO

C VC

C CO

VC

C

C VC

150

600

600

225

150

600

225

225

225

150

225

225

197.22M

O M

C

184.98

M

C M 189

C

O

C M

M

M

G

C M

O

G

C M

C

188.234001

4401 218.52

4402

3405

4000 190.25

3404

3401

3402

3403 199.53

49.37

22.09

19.1

59.54

25.06

C

C VC 103

VC

VC

C

C VC 10

VC 8

C

C VC 17

VC 38

VC

C VC 108

C 19

150

150

100

225

150

C M

C M 199.74

201.34

C

S M

M 195.75

196.7

C

C Q

M 195.24

200.84

C

S M

G

C

3305 202.08

3306

3307

3400

201.69

3303 198.59

3304

201.123301

3302 197.1

3212

3300 196.42 16

67.68

10.77

51.97

18.44

14.32

10.82

19.85

10.2

13.34

10

C VC

C VC

VC

C VC

C 6

22

C VC 10

C VC

100

225

100

150

150

150

100

100

100

100

C M

S M 199.01

190.22

C M

S M 192.62

194.42

S M

S M 197.08

193.26

200.93

3210 194.93

3211

194.62

3208 194

3209

198.57

198.163206

3207

19.85

31.89

21.93

7.21

18.44

VC

C VC 68

C

C 64

C VC

VC

C VC 10

VC

100

150

100

150

100

M

S M 194.64

C 193.56

195.68

C

C M 190.51

M

188.83

MS 188.62

C M

3204 195.6

3205 194.37

3201

3202 191.9

3203

3109

3110

3200 191.63

191.63

18.11

24.19

5

4.47

17.8

C

VC

C VC

5

22

C VC

C VC

C

VC

C VC 10

C

9

C VC

C VC

225

225

150

150

150

S M

C M 186.91

S M

C M 184.22

184.34

S

C M

M 182.77

185.33

J

S G

C

188.67

3107 186.76

3108

186.77

3105 187.17

3106

170.043103

3104 184.36 22.09

18.03

75.54

54.33

56.22

20.4

59.54

93.01

118.42

9.49

VC

C VC

C 64

VC

C VC 28

C 24

15

C VC

C VC

225

225

150

225

150

S

C M

M 180.27

S M

S M 181.05

177.19

O M

C M

C M 179.13

180.26

3004

3101 182.65

182.44

181.783002

3003

3000 179.66

3001 180.3

13.04

59.54

15.81

15.3

65.38

CO

C VC 17

C

C

C VC 44

VC

C

C VC 16

VC 46

225

225

600

375

225

150

300

150

150

225

C

C G

M 195.76

C M

C M 192.24

192.63

C M 191.77

2305

2400 197.61

2401

193.64

194.12303

2304

20.81

10.63

9.43

15

15.62

VC

C VC 15

C 11

VC 45

C VC 35

VC

C

C VC 6

C

C VC

C

150

100

100

100

150

190.76

C M 192.6

C M

C

C Q 178.02

M

C

C G

183.86

G

C

S D 178.34

2301 192.35

2302 193.87

185.05

2221

2300 194.25

2220

2217 181.72

2218

2219

11.18

16.4

13.6

65.22

20.62

23.85

73

9 20.59

10

31

16.03

48 24.7

11 10.3

VC

VC

C VC

C

C VC

C VC

VC

VC

C VC

C

150

150

100

225

100

150

150

187.86 150

190.23

193.14

J

G

S J

S

C M

C M

M

S

C M

C

2215

2213 194.41

2214

2216

2212

2210 186.58

2211 189.5

192.8

14.42

9.22

64 41.77

C

C VC

C VC

VC

C

C VC

C

C VC

C VC

VC

183.73

184.25 150

183.27 100

100

225

183.47 150

191.17

188.2 100

178.34 150

181.86

C M

C M

M

M

F

S M

S

C M

C M

D

184.19

2207

2208 186.65

2209

2205 183.25

2206 184.25

191.62

181.72

2202

2203 189.44

2204 7

23

53.81

14.87

20.62

14.87

16.28

43 19.85

30

43.19

10.3

41.05

77 16.12

16.12

VC

C

C VC

C

C VC

C VC

VC

100

185.98 100

100

150

150

150

174.07

178.51

M

C

C M

C

S G

S G

Q2113

2200 179.28

2201 186.73

2112

2110 168.76

2111

26.91

7.07

16.28

44 20.52

-20

5

13.04

19 12.81

VC

VC

C VC

C

C

C VC

C VC

VC

VC

C VC

C

167.45

184.07 100

180.5 225

150

150

150

174.54 100

177.76

150

150

174.44 150

175.13

M

M

S M

C

C

C M

C M

M

M

S M

C

181.52

2107 178.97

2108 185.73

2109

177.05

2105

2106 175.79

46.01

6.08

16

11 32.02

5

18.11

15 45.18

C

C VC

C VC

VC

C

C VC

C

C VC

C VC

VC

182.93

225

173.57 150

150

225

163.38

168.68 225

171.8

375

C

C M

C M

M

J

C J

C

C M

C M

C

2104

185.73

2102

2103 176.21

2101

2004

2005

2100 175.03

173.7

2001

2002 169.72

2003

98.02

13.04

11.05

8

28.86

VC

C

C CO

C

VC

C VC

C

CO

4.12300 C VC


C

Invert

300 VC 38.33

375

M

M 166.27

150

150

J

J

G

150

187.01 600

M

O

S

C

1309

1310 C G

TypeRefno Cover Func

1307 C

1308 C

C

168.15

1401 188.72

2000

169.22

T-JUNCTION(SADDLE)

ABANDONED SEWER

MANHOLE

SIDE ENTRYMANHOLE

LAMP HOLE

DUAL

PENSTOCK

OIL INTERCEPTOR

RODDING EYE

SOAKAWAY

TUMBLING BAY

UNSPECIFIED

VALVE


CONTROL VALVE

GULLEY


CONTROL KIOSK

PUMPINGSTATION


VENT COLUMN

SEWEROVERFLOW

EJECTOR STATION




PRIVATE SEWER

SIDE ENTRY CATCHPIT

SIDE ENTRY CHAMBER


WASHOUT

DROPSHAFT

CATCHPIT

CHAMBER

COMBINED FOUL

TANK

SITE TERMINATION

SURFACE

AIRVALVE

SHEET EDGE

HATCHBOX

HEADWALL

HYDROBRAKE

INLET

CASCADE

Trapezoidal


GQ Expediency Node


Vent Column

YEOI

T


Hydrobrake

Cascade

OverflowTransition

Unspecified


B

ValveUnspecified

XU

BArchBarrel

A

U

T

H


Junction

OU

MANHOLE / NODE TYPE

Manhole

MANHOLE FUNCTION

CMJLHRF

Z

TFSC



V

PSD

W

SEWER SHAPE

Pumping Station


FoulSurfaceCombined

F


EO

C

Polyvinyl Chloride



Unspecified




Asbestos Cement


SEWER MATERIAL

BrickACBR


RectangularSquare

RS

PE

DIGRGRPSPV

RP

VCST

PPPFMAMAU



OS Sheet No: SD9701NEScale 1:1250 Date: 12-Aug-2010

OS Sheet No: SD9701NEScale 1:1250 Date: 12-Aug-2010


C20

C9

C20a

C9bC10

C3

C8

C7

3a

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1

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ILD

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RD

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7

2

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1 to 4

2

29a

8

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69

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47

41

27

39

18

16

2527

1

25a

45

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2

26

1

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13

11

CROWN HILL38

51

141.7m

26

RE

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NT

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IVE

23

14 13

40

9

41

1

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TABLEY STREET

43

61

2

8

SY

DN

EY

ST

RE

ET

45

2

Hollins Clough House

2

1

4

Earnshaw

2

56

46

35

58

House

CLARENDON STREET

3

9

18

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23a

33

36

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27

23

22

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38

51

23

52

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RE

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11

2

17

16

11

25

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12

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11a

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DERBY STREET

9

38 to 44

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143.3m

46

19

Back Stayley Road

LB

Reservoir

13a

108

11

23

15

STALEY ROAD

24

Allotment Gardens

1

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13

BR

UN

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139.0m

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MA

LL

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1

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EN

S

LB

14

33

24

22

45

26

36

35

Back C

heshire Street

17

14

37

7

27

13

139.9m

2

5

3

1 to 5

VIE

W

1

2

3

NE

WB

RID

GE

House

39

Works

1

49

61

CH

ES

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E S

TR

EE

T

Back C

heshire Street

137.2m

73

Tam

e

River

Huddersfield N

arrow C

anal

FS

11Bottoms

Bridge

(PH)

Victoria

New Bridge

Sluice

Tra

velli

ng C

rane

Scout Green

Old MS

Path (um)

Pat

h (u

m)

El Sub Sta

FB

STAYLEY ROAD

GovGas

Fold Cottage

135.6m

139.3m

81

TCB

13

59

60

Egmont Street

AU

DLE

Y S

TR

EE

T

135.6m

71

Bridge

Bottoms Fold

1

Works3

10

28

2

18

4

22

5

24

Glover Centre

Path (um)

Works

Sub Sta

PW

El

1

9

10 to 14

132.6m

EGM

ON

T ST

REE

T

133.8m

BOTTOMS

2

42a

4a

6 to 7

8

3

Pavilion

53

Play Area

Path (um)

King George Fields

26

43

86

10

36 CE

ME

TE

RY

RO

AD

1

47

HO

LLINS

LAN

E

Staly B

rook

AU

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Y S

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T

Towing P

ath

ST

AT

I ON

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Cro

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WAGGON ROAD

FB

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ame

14

Wks

3

Works

STANHOPE

Path

(um

)

STREET

49

The Wheel House

10

Plo

t

Plot Flat 1-4

Tem

p Sup

p

Plot

9

2

1

34 5

67

8

12

34

Plot 1,2

24

4A4B

65

5

6

MIC

KLE

HU

RS

T R

OA

D

(MU

CO

UN

TR

YS

IDE

) S

ITE

MF

4

3

2

1

68

66

67

DS

300 VC

300 VC

750 BR

300 VC

375

BR

750

BR

100 VC

300 VC

300 VC

100 VC

375 VC

300 VC

150 VC

150 VC

375 VC

150 VC150 VC

100 VC

100 VC

100 VC

150 VC

100 VC

375 VC

375 VC

150 VC

150 VC

375 VC

100 VC

225 VC

225 VC

100 VC

450 VC

375 VC

300 VC

375 VC

300 VC

100 VC

450 VC375 VC

150 VC

150 VC

450 VC

450 VC

375 VC300 CO

150 VC

225 VC

225

VC

225 VC

225 VC

225 VC

150

VC

225 VC

225 VC

150

VC

300 VC

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150 VC

100 VC

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450 VC

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375 VC

150 VC

150 VC

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PV

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150

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150

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150 VC

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VC

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VC

150

VC 100 VC100 VC

225 VC

150 VC

150 VC

225 VC

375 VC

375 VC

375 VC

375 VC

100 VC

150 VC

300 CO

225 VC150 VC

1350

CO

0 VC

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750 BR

375 VC

750

CO

750 BR750 CO

300 VC

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4000 MAC

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500x1000 CO

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9900

0803

0809

0804

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0

9602

9701

9603

060

97079708

9716

9713

9507

9503

9508

9501

9500

9509

9506

9504

9502

9505

9806

9715

9805

9800

9802

8818

8819

8607

9600

96048604

8603

8715

9720

9706

9705

8716

9709

9901

9902

9904

0

0

9905

8802

9801

9804

9803

8803

8804

8810

8815

8814

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900080068000

9903

8813

8811

8812

8805

8806

8816

8900

7906

7919

7907

7909

7917

7923

7818

7813

7814

7816

7910

7908

7904

7924

7903

7911

7933

7905

7808

7807

7918

7931

7817

7935

7001

7915

7806

7804

7802

7803

7805

6808

7930

7922

7902

7925

7815

7934

79217914

79127913

6909

7004

7916

7920 79017926

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7927

5002

9717

97129711

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9700

9702

9722

97039721

8507

8502

8506

9401

9718

8711

8707

8702

9704

8714

8705

8706

9710

8712

8800

8801

8713

87098708

9719

8701

86068605

8703

8704

8717

8402

8505

8501

8503

8504

8401

7703

7705

8807

7704

7811

8808

7707

7700

7709

7702

7701

7708

7801

7810

7809

7800

7812

8602

8601

6705

6702

6703

6803

68026805

6806

6801

68046809

6701

6800

6807

6700

6901

6902

6903

6905

69006904

6906

6007

5904

5001

5907

5906

5910

5908

5703

5702

5701

5700

5600

5607

5608

5705

5707

5704

5706

5603

5601

5606

5602

5604

5501

5609

5605

5903

5901

5902

59095905

5900

4907

16

0


42.1

20.81

11.05

57.01

24

132.81

8.06

19.65

5

11.05

15

CO

BR 31

VC

MAC

C 34

C VC

C

MAC

VC

C CO

C

C 47

BR

C VC 21

C 25

129

C VC 21

CO

225

500135.13 1000 R

137.5 C VC 15

J

M 133.18 750

135.55 720 590 E

133.71 300

135.42 225

4000

M

M 134.54

4000

Q

M 135.74 300

136.65 150

M 133.47 750

300

M 136 750

140.4

C

C M

C M 225

M

C

S

S

M

C

C M

139.2

7923 C

7924 C

7922

7921 C

139.14 C

7920

C7919 138.86

137.26 C

7926

7925 137.57

137.54

7926 137.54

7917

7918 142.35

139.26

136.65

7916 136.68

7915

7913 137.59

7914 136.05

41.19

36.01

22.8

58.03

19.03

11.4

18

4

13.04

28.02

22

C CO

C VC

CO

C VC

C 103

C

C VC 19

CO -2802

750

150

134.8 600

133.17

140.92 150

141.64 150

750

C M

C M

M

M

C

C M

C

C M

C M

M

7912

7910 138.92

7911

137.1

7909

7907 145.13

7908 142.8

144.46

4.12

182.79

13

13.04

18.11

VC

C VC 9

C 25

C

C VC 11

VC

VC

C VC 93

C 13

C

C CO 10

VC

375

140.03 375

225

142.37

375

134.1

134.24 375

136.8

140.7 150

134.97 750

225

M

C

C M

U

C M

C M

M

145.54

7904

7905 142.7

7906

139.057902

7903 139.15

139.52

7817

7818 142.65

7901 137.84 12.04

21.4

2.24

6.71

18.07

15.5

18.25

23.94

6.37

25.98

VC

C VC -168

C 60

C

C VC 49

VC

62

C VC 47

C VC

225

132.74

139.52 150

139.33

140.15 225

140.4 225

750

M

C

C M

C

C Q

C Q

Q

M

C

C M

C

7811

7812 141.9

7813 142.15

142.357814

7815

7816

12.37

6.32

16.12

17.26

9

C

C VC 16

C

C VC 25

VC 10

C

C VC 126

VC 13

VC

C VC

C

VC

225

450

139.2 450

139.6

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138.9 225

139.86 100

225

139.51

139.38 150

138.21

C J

C M

M

G

C

C M

C

C M

C M

M

7808

7809

7810

141.75

140.27

7805

7806 139.94

7807

140.25

7.07

66.29

23.19

4.12

3

59

C VC 300

C VC

C

C VC 103

C VC

C VC

VC

VC

C

C VC

C

139.57 100

139.53 100

150

139.38

300

137.48 375

150

M

C

C M

C

C M

C M

M

G

C

C J

C

7803 140.13

7804 140.28

140.21

140.05

7801 140.25

7802 140.18

7707

7708

7709

7800

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21.59

28.44

26.48

15.03

17.26

11.18

70.61

3

13.04

C

C VC 70

VC

VC

C VC 3

VC

C

C VC 16

C

375

139.41 150

139.05 100

375

150

137.91

142.36 150

139.09

135.37 150

135.81 375

150

C M

C M

J

M

C

C M

C

C Q

C M

M

139.85

7703

7704 139.81

7705

7701 140.24

7702 143.1

139.97

7.21

15.62

49.52

41.59

39.81

VC

C VC

30

VC

VC

C VC

C 190

C

C 26

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100

375

375

134.98 150

375

750

135.79 100

131.01

M

M

C R

U

C

C M

C M

139.36

6906 134.35

6909

7700

6905

134.49

6903

6904 136.16

6901

6809

6900 136.29

6902

11.05

51.42

29.15

57.01

60.46

5.66

30.46

47.43

9.22

34.83

C 36

C CO

VC

VC

C VC 75

VC

CO

C CO 44

C

VC

C VC

C

134.04

134.77 150

129.45 450

350

375

131.48 750

132.27 750

M

C

C M

C

C M

C Q

J

M

C

C M

C

C M

C M

M

135.18

138.07

6806 136.41

6807

6808

133.786803

6804 137.22

6805

8.37

164 77.07

16.33

13 22.8C VC

C VC

C

C VC

C CI

132.44

375

375

130.6

131.36 375

131.73 375

450

M

C

C M

C

C V

C V

G

F

M

C M

C

6800 136.31

6801

6802

6705

6702

6703

6703

77.62

3

3.61

163 66.89

259

11.66

-2 3.61

42.94

28

10.3

19.72

3.61

19.21

CO

C

C VC

C

C CO

C VC

CO

C

C VC

VC

VC

C

C VC

E BR

VC

129.52

600

129.04 450

750

450

L

M 129.36

600

450

M

M

C Q

C 131.05 450

500

C

C J

J

C

C133.27

5908 C J

5906

5905

C

5907

5909

5910

6700 134.51

6701 134.71

134.56

5904

133.76

31.06

35

6.4

5

10.3

62.18CO

C

C CI

C

C VC

C VC

ST

130.91

675

131.63 150

1050 550

131.25 500

675

130.98 150

129.12 150

675

O

S F

C M

T

C

C J

C

C M

C M

T

5900

5901

5902 132.46

5903

5707

5705 132.55

5706

5704

5702 132.68

5703 132.74

132.61

75.59

-389 27.2

12 7.21

7.07

33.02

15.03

6.71

660

CO

C

C CO

C

C CO

C CO

CO

CO

CO

C CO

C

750

127.76

128.38 1100

129.2

127.13 1350

127.81 1100

1100

600

375

129.76 375

130.59

600

1100

M

M

C M

C

M

C Q

C

C

C J

C G

J

M

C M

C

5609

5700 132.45

5701 132.61

5608

133.02

5606

5607

1

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1.41

32.45

5

-59 47.43

632 31.62

17 33.6

C

C VC

C VC

VC

CO

C VC

C

C CO

C CO

C


M 129.92 375

130.67 150

M

C M

C 129.94 600

127.05

Func Type Invert

C M 1350

127.18 1200

C

C M

C Q

132.665601

5601 132.66 C

5603

133.065602

5604 132.72

5605

5501 132.45

5600 132.35

Refno Cover

48.17

12.17

12.17

10.05

24.08

135.03

182

24.04

14.32

8.94

38.08

38.83

15.3

C

C BR 20

MAC

C BR

22

C VC 42

E BR

VC

C VC -201

C

C 30

C VC

C

C VC 10

VC

VC

VC

C VC

C

750

300

300

300

750

4000

750

100

375

300

450

300

142.75

M 146.72

M 145.01

M

I

Q

G

G

M 146.83

G

M

M

M 152.34

153.65

J

G

M 159.15

C

C

C

C

C

C

C

C

C

S

C

C

S

C

C

145.35

9901 148.64

9902 147.79

9903

9904

9905

9805

9806

9900 148.77

9804

9801

9802

9803 155.67

6.08

4

17.12

10.05

68.18

19.42

12.37

47.58

18.44

4.12

C VC

C VC

VC

VC

VC

C VC

C

VC

C VC

C

C

100

375

100

225

100

100

300

300

300

375

G

J

G

J

C

C

C

C

C

157.12

9721

9722

9800 159.59

9720

9717

9718

9719

17.03

6.32

20.25

56.05

18.44

27

C VC 24

C VC

C 26

C VC

VC

C VC -295

VC

C

C 44

C VC

150

375

375

100

150

J

M 158.02

M 156.84

G

157.48

V

M 156.81

M

M 160.59

V 155

155.05

C

C

C

C

C

C

C

C

C

C

9715

9712 159.53

9713 160.45

9716

9711

9709

9710 157.81

158.1

161.33

9706

9707 161.42

9708

9709

10.05

13.04

10.2

13.34

13.6

C

C VC 52

VC

16

C VC 38

C VC

VC

C VC

C

VC

150

150

100

100

100

225

375

375

300

225

160.84

M

M 156.88

M

M 155.38

M 154.89

156.61

156.2

158.62

M 158.87

M

C

C

S

C

C9704 155.79

9705 157.41

157.67

157.52

162.99

9702 158.23

9703

13.15

75.19

24.08

63

70.38

30.15

7

27.89

71.81

31.58

VC

C VC 18

C

C

C VC 16

VC

C 16

C VC

C

C VC

VC

150

225

150

150

300

M

D 160.08

M 155.07

G

M 159.62

M 164.02

C

C

C

S

C9700 157.62

9701 162.99

9701

165.31

9603

9604 162.14

9602

9508

9509

9600 162.14

102.96

8

92.07

7.07

7.07

C

C VC 35

PVC

VC

C

C VC 28

VC 44

C

C VC 29

VC 11

100

150

150

100

100

G

M 163.32

M

G

Q

M 163.66

M 162.94

163.12

C

C

C

S

C

C

S

S

C

C

171.52

9505

9506 164.56

9507

164.69

164.69

9503 165.63

9504

94.54

14.32

55.54

59.03

11.7C

C VC 23

VC 17

18

VCC 23

C VC

VC

C VC 127

C

C VC

C

150

300

225

150

150

150

225

225

225

150

163.38

171.49

M 164.08

M

154.83Q

M 145.53

M

G

L

Q 155.83

C

C

C

C

C

173.239500

9501 165.78

9502

8818

8819

8900 149.02

16.49

10.44

37.95

14.56

50.22

7.07

27.1

10.44

8.25

16.28

VC

C VC 68

C

C VC

C VC

VC

VC

VC

C VC

C

375

150

450

450

150

151.67

M

M 139.6

M

J

J

J

J

L

C

C

C

C

C

C

C

141 C

152.78

C

8813

8814

8815

8816

8812

8808

8809

8810

8811

36.27

4.12

3.16

6.32

41.44

VC

C VC 19

C 4

C

C VC

C

VC

C VC

C

VC

150

100

150

450

450

150

375

100

100

150

149.63

M

M 154.19

M

M 155.69

M 154.53

154.5

155.61

155.68

Q

M

M

C

155.35

155.09 C

154.18

156.67 C

155.54 C

C

8807

8803

8804

8805

8806

8802

8716

8717

8800

8801

5.1

10.82

34.01

4.12

15.13

34.71

4

6.08

45.71

12.37

VC

C VC

C 69

C VC 30

C VC 8

VC

C VC

VC

C

C VC

C

C

375

100

100

150

150

C

C Q 148.15

Q

G

C G

156.3

G

C G

C

C

C

156.52 C

156.26 C

8715

8711

8712

8713

8714

69

22 12.65

203 6.08

17.26

28

6 14.04

33.06

28.44

7

10 38.05

14 7.28

73.25

C VC

C VC

VC

CO

VC

C VC

C

C

C VC

C VC

100

150

156.87 100

156.91

156.08 100

155.88

148.51 375

146.78 300

375

375

146.61 150

145.91

157.05

157.39 C M

C M

157.43

156.92 C M

C M

149.16

149.69 C M

C M

147.86

149.18 C M

C M

C

151.54 C M

155.31 M

8710

8706

8707

8708

8709

8705

8701

8702

8703

8704

10.63

43.42

59 14.14

7

42

41 28.28

37 48.37

25

26 48.37

40 14.14

VC

VC

C CO

C

C

C VC

C CO

VC

VC

C VC

C

152.46

148.41 300

149.68 100

150

148.37

148.13 300

147.67

150

150.25 150

148.76 225

C

149.71 C M

Q

149.61

150.37 C M

C M

M

152.52 C M

150.31 C

8607

8603

8604

8605

8606

49.37

8.25

47.8

4.24

30

3

32 86.98

81.74

C

C VC

C VC

VC

VC

C VC

C

C

C VC

C VC

150.71

150

100

225

153.46

158.9 150

153 150

225

150

J

C G

C

C G

152.55 C M

155.34

155.31 C M

C M

M

160.38 C M

161.96 C

8602

8505

8506

8507

8601

7935

8501

8502

8503

8504

8

14 15.13

21 5

35.17

12

35 10.63

24.19

19.1

VC

VC

C VC

C

VCC

C VC

C


C

Invert

4000 141.76

31.69

150

375

140.16 100

157.52

Q

G

138.44 300

137

M

G

F J

S

C 140.7 150

300

C Q

C Q

TypeRefno Cover Func

142.65

7932 C

7933 C

7927

7930

7931

7934

T-JUNCTION(SADDLE)

ABANDONED SEWER

MANHOLE

SIDE ENTRYMANHOLE

LAMP HOLE

DUAL

PENSTOCK

OIL INTERCEPTOR

RODDING EYE

SOAKAWAY

TUMBLING BAY

UNSPECIFIED

VALVE


CONTROL VALVE

GULLEY


CONTROL KIOSK

PUMPINGSTATION


VENT COLUMN

SEWEROVERFLOW

EJECTOR STATION




PRIVATE SEWER

SIDE ENTRY CATCHPIT

SIDE ENTRY CHAMBER


WASHOUT

DROPSHAFT

CATCHPIT

CHAMBER

COMBINED FOUL

TANK

SITE TERMINATION

SURFACE

AIRVALVE

SHEET EDGE

HATCHBOX

HEADWALL

HYDROBRAKE

INLET

CASCADE

Trapezoidal


GQ Expediency Node


Vent Column

YEOI

T


Hydrobrake

Cascade

OverflowTransition

Unspecified


B

ValveUnspecified

XU

BArchBarrel

A

U

T

H


Junction

OU

MANHOLE / NODE TYPE

Manhole

MANHOLE FUNCTION

CMJLHRF

Z

TFSC



V

PSD

W

SEWER SHAPE

Pumping Station


FoulSurfaceCombined

F


EO

C

Polyvinyl Chloride



Unspecified




Asbestos Cement


SEWER MATERIAL

BrickACBR


RectangularSquare

RS

PE

DIGRGRPSPV

RP

VCST

PPPFMAMAU



OS Sheet No: SD9801NWScale 1:1250 Date: 12-Aug-2010

OS Sheet No: SD9801NWScale 1:1250 Date: 12-Aug-2010


Track

Mast

Mast

15

14

COCKSFOO

T DRIVE

EARNSHAW C

LOUGH

2

1

11

5

19

Path

24

14

73

El Sub Sta

12

FB

29a

1

8

29bD

W

Ps

17

Allotment Gardens

Path LAN

EC

AS

TLE

26

Mills

Buc

kley

Bui

ldin

gs

Broo

k

3

Vale

Mic

kleh

urst

186.5m

Richmond Hill

Pavilions

Pavilion

(Cricket Ground)

1

1

21

189.0m

15

2

11

AB

NE

Y G

RA

NG

E

Allotment Gardens

8

CottagesTank

10

Reservoir

FB

Sl

8

Primrose Hill

Squire Mill

Tank

Path

Richmond

5RIC

HMO

ND C

L

93

House

4

105

1

38

81

186.5m

26

El

50

Sub Sta

69

2

1

45

HU

DD

ER

SFI

ELD

RO

AD

31

RIC

HM

ON

D C

RE

SC

EN

T

RIC

HM

ON

D C

RE

SC

EN

T

14

57

Path

FB

Micklehurst Brook

Pat

h

175.9m

23

13

33

176.5m

1

AS

H H

ILL DR

IVE

11

67013

10

107

14

Staly B

rook

99

2

El

Sub Sta

P

15

31

PR

INC

ES

S C

LOS

E

16

33

18

83

71

1

STALEY RO

AD

7

95

El

2

Sub Sta

22

2

29

1

CE

ME

TE

RY

RO

AD

69

19

8

11

10

18

16

LB

43

Reservoir

61

ST

RE

ET

45

33

29

Reservoir

Micklehurs

BrookMicklehurst

ills

Depot

CE

ME

TE

RY

RO

AD

1

47

37

Brook

29c

FB

DW

4

COCKSFOOT

DRIVE

2223

2120

1918

Plo

t

20

Tem

p Sup

ply

Plot

7

65

2

1413

1211

43

1

15

16

21

18 19

2223

HU

DD

ERSFIELD

RD

SITE

17

5724

-35

10

9

8

61

6059

58

5655

5453

52

51

1716

1514

37

42

11

1312

3839

4041

4344

4546 M

ICK

LEH

UR

ST

RO

AD

(MU

CO

UN

TR

YS

IDE

) SIT

E M

F

109

8

49

63

65

64

62

50

4847

DS

5

7

6

MIC

KLE

HU

RS

T R

OA

D

(MU

CO

UN

TR

YS

IDE

) S

ITE

MF

4

3

2

68

66

67

DS

150 VC225 VC

225 VC225 VC

225

VC

150 VC

225 VC

225 VC

1200 BR

150

VC

150 VC

150 VC

150 VC

150 VC

150 VC

225 VC

225 VC

1200 CO

375

100 VC

150 VC

100 VC

100 VC

100 VC

150

VC

150

VC

150

VC

100 VC

150 VC150 VC

100 VC

150 VC 150 VC 100 VC

100 VC

225 VC

225 VC

225 VC

225 VC

225 VC

225 VC

150 VC

150 VC

150 VC

150 VC

150 VC

150 VC

225 VC

225

VC

225 VC

225 VC

225 VC225 VC

225 VC

225

VC

225 VC

100 VC

150 VC

375 VC

225 VC225 VC225 VC

225 VC

225 VC

225 VC 225 VC225 PF

225 VC

300 VC

300 VC

375

BR

BR

100 VC

225 VC

150 VC

150 VC

150 VC

225 VC

100 VC

150 VC

150 VC

150 VC

150 VC

100 VC

375 VC

225 VC

375 VC225

VC

375 VC

225

VC

225 VC

225 VC

150

VC

225

VC

225

VC

375 VC

300 VC

375 VC 375 VC

225

VC

4902

4901

49034904

3901

4900

3905

3906

3900

3902

2901

39031900 2904

3802

3801

3800

3904

2803

2802

2801

2804

1813

1802

1823

2800

1811 2806

18161806

2805

1819

18121817

1815

1821

1814

1820

1804

1827

1809

1810

1818

1808

1825

08080807

08110812

1807

0814

0810

0802

0805

0801

0806

0800

0820

0

0803

0809

0804

0813

2902

2900

1801

1824

1822

2700

1706

1600

16061607

15051504

1502

1510

1511

1500

1700

16021605

1604

1603

1601

1608

17021704

1701

1703

1705

1710

1800

1805

1803

1708

1707

1709

1507

1503

1506

1501

1509

0500

1508

0502

0501

0600

0601

1

0700

0701

0602

0603

7

9716

0

0902

0901

0815

9905


26.68

42.11

23.19

13.84

38.4

16.28

16.64

4

15.62

27.17

10.44

40.32

52.01

27.17

8

C VC

C VC

VC

VC

VC

C VC

C 14

VC

C VC 17

C 16

C

C VC 12

BR

VC

C VC 16

C 12

225

180.06 225

225

177.12

225

225

179.42 150

225

225

173.01 150

1200

181.4

225

225

170.6 225

175.27

L

C

C M

C

C

C M

C L

G

C M

C M

M

I

C

C Q

S

C M

C M

M

4903

4901

4902 180.14

4904

178.28

3905 186.84

3906 183.82

4900

184.83

3902

3903

3904

3901

3802 185.91

3900 172.33

176.31

15.26

29.07

19.24

16.12

117.62

C VC 65

C VC

VC

VC

C 139

C

C VC 64

CO

C 29

VC

C VC 8

C 7

184.17

184.47 150

184.34 150

300

225

166.12 1200

166.36

166.66

175.22 100

175.72 150

M

F

C M

C

S

S M

C M

M

M

C M

C

186.83

2904

3800 187.13

3801

168.41

168.41

2901 168.18

2902

2900

2805 175.96

2806 177.47

19.21

26.25

16.64

44.18

17.26

28.84

13.04

19

31.62

46

C VC

C VC

C

C VC 64

VC

C

C VC 14

VC 11

185.14

185.09 150

150

150

150

150176.36

178.91 150

185.4

S

C M

C M

M

S

C M

C

S F

S M

M

186.4

186.34

2803 187.09

2804

180.892800

2801 186

2802

17.49

12.08

7.81

20.81

11.18

16.03

VC

C VC 7

VC

C

C VC

C PF

VC

VC

C

C VC

C

100

225

168.78 150

100

166.13

225

100

M

S

C Q

C

S G

S G

G

G

M

S M

C

170.26

1900

2700 178.15

1821

1819 168.92

1820 169.47

1822

1827

1823

1824

1825

5

21.21

20.22

18.03

26.17

16.49

7.21

12.17

14.04

34.13

C

VC

C VC

201

VC

C VC

C 10

C

C

C VC 5

VC -177

9

C VC 7

C VC

225

100

162.54 225

166.21

225

100

225

169.71 100

170.93

164.94

169.8 150

172.93 150

S

S M

C M

M

M

S M

S

S

S M

S M

1818

1816 172.98

1817

166.87

1815

1813 174.75

1814 167.37

170.94

31.02

21.02

14.14

21.21

28.46

C

C VC 27

VC 15

VC

C VC 34

C 9

VC

C VC

C

171.37

163.7 225

225

150

162.46

173.91 100

164.78 225

225

165.21

225

168.45 100

225

M

C

C J

C

C M

S M

M

M

S

C M

S

1812

1810

1811 172.13

172.5

1809

1807 167.23

1808 166.66

166.87

175.27

1804

1805 167.15

1806

20.02

21.21

19.1

46.1

48.26

VC

C VC

C 9

VC

C VC 81

C 40

C

C VC 18

VC

C

C VC 6

VC 17

174.28

166.02 225

166.79 225

150

150

166.13

166.27 225

167.69

S M

C M

M

M

C

C M

S

C M

C Q

Q

1802 176.69

1803 167.35

170.61

169.04

1710

1800 168.15

1801

1709

1707 169.16

1708 168.53

2.24

41.19

16

2

12.04

63.79

40.45

35.06

21.1

28.16

C

C VC 27

VC 9

10

C VC 21

C VC

C 16

C VC

C

C VC 22

VC

174.77 150

166.49 150

225

150

150

169.79 225

174.04

M

M

S M

C

S

S M

S M

M

M

S M

C

176.07

171.86

1705 175.74

1706

1704

1702 171.01

1703 171.86

29.73

5

4.24

9.22

16.28

VC

VC

C VC

28

C

C VC

C VC

VC

C

C VC

C

100

225

150

225170.52

171.44 150

169.04 225

150

171.22 225

173.05 150

150

C

C G

S G

G

S

S G

C

C M

S M

G

1608

1700 172.97

1701 173.26

1607

1604

1605

1606

16

36.06

71.02

38 26.48

26.17

26.08

9.85

10.77

14.32

40

C VC

C VC

VC

C

C VC

C VC

C

C VC

VC

375

150

100

150172.69

176.8 100

171.39 150M

C

C M

S

C G

C G

Q

J

C

S F

C

174.87

1601 173.06

1602 173.06

1603

1510

1511

1600 178.17

1508

1506 173.83

1507

1509

18

41.48

36 25.08

60

90

20 35.44

14.14

15.26

24.7

VC

VC

C VC

C

VC

C

C VC

C VC

C

C BR

BR

VC

170.55

172.57 150

173.39 100

375

150

172.75 150

172.02 225

375

375

174.5 150

S M

C M

M

M

C

S M

C

C M

S M

M

1505

1503 174.87

1504 174.11

174.38

1500 176.43

1501

1502 174.23

16.96

-250 5

74

23.35

17.03

5

27

5 9.22

10.05

PF

C VC

C

C VC

C

C VC

C VC

PF

156.5

147.32 225

148.07 225

151.87

158.53 225

225

148.29

156.68 225

300

225

225

J

S

C M

C

S F

C Q

Q

D

C

C D

C

0813

0811 155.12

0812 161.48

0814

0902

0815

0820

0901

50

9 19.24

4.47

10.05

23.19

193

38 29.07

-13 10.05

23.19

223

92 53.16

32 4.47

VC

C

C VC

C

C VC

C VC

VC

VC

C

C VC

C

151.12

148.24 225

147.45 225

225

225

147.87

147.44 300

147.46

S D

C J

D

D

D

S D

S

C M

S M

S

0810

0808 161.48

0809

151.92

0807

0805 149.82

0806 151.92

155.12

148.7

0802

0803 148.74

0804

3

12.72

4.12

4.47

11

65.76

24.33

38.9

31.4

10.44

C VC

C VC

PF

VC

VC

C VC

C

C

C VC

C VC

225

D

M 147.83

200

J

M 147.68 250

148.07 225

G

M 161.6 375

375

M

C

C

C

148.68

0701 C

0800 C

164.56

0603 C

0700 C

0802

0801 149.82

148.69

148.69

17 74

17 41.11

27.46

49.65

VC

C

C VC

C

VC

C VC

C VC


G

M 164.71 225

375

M 167.13 375

225

M

C M

C 168.92 225

175.64

Func Type Invert

C M 225

171.31 225

166.29

C0601

0602 C

170.60502

0600 170.39 C

0500 178.61

0501 173.2

Refno Cover


© Enzygo Ltd 2011 33 SHF.135.001.R001.D

AMP Asset Management Plan

AONB Area of Outstanding Natural Beauty

BGS British Geological Survey

CEH Centre for Ecology and Hydrology

CC Climate Change

CFMP Catchment Flood Management Plan

CIRIA Construction Industry Research Information Association

Defra Department for Environment, Food and Rural Affairs

DC Development Control

EA Environment Agency

FEH Flood Estimation Handbook

FEH CD-ROM v2.0 Flood Estimation Handbook CD-ROM version 2

FCDPAG Flood and coastal defence project appraisal guidance

FRA Flood Risk Assessment (site specific)

FSR Flood Screening Report

FRSA Flood Risk Standing Advice

FRMS Flood Risk Management Strategy

GDPO 1995 Town and Country Planning (General Development Procedures) Order 1995

GIS Geographic Information System

IDB Internal Drainage Board

IPCC Intergovernmental Panel on Climate Change

IUD Integrated Urban Drainage

IUMD Integrated Urban Drainage Management

LDD Local Development Document

LPA Local Planning Authority

NaFRA National Flood Risk Assessment

NFCDD National Flood and Coastal Defence Database


© Enzygo Ltd 2011 34 SHF.135.001.R001.D

mAOD Metres Above Ordnance Datum

ODPM Office of the Deputy Prime Minister

Ofwat Water Services Regulation Authority

OS Ordnance Survey

PPG Planning Policy Guidance Note

PPS Planning Policy Statement

RBMP River Basin Management Plan

ReFH Revitalised Flood Estimation Handbook method

RFRA Regional Flood Risk Appraisal

RDA Regional Development Agency

RMS Risk Management Solutions

RPB Regional Planning Body

RSS Regional Spatial Strategy

SAC Special Area for Conservation

SFRA Strategic Flood Risk Assessment

SMP Shoreline Management Plan

SPA Special Protection Area

SPD Supplementary Planning Document

SSSI Site of Special Scientific Interest

SUDS Sustainable Drainage Systems

SWMP Surface Water Management Plan

TCPA 1990 Town and Country Planning Act 1990

UKCIP UK Climate Impact Programme

WFD Water Framework Directive


© Enzygo Ltd 2011 36 SHF.135.001.R001.D

Term Definition

Annual exceedance probability

The estimated probability of a flood of a given magnitude occurring or being exceeded in any year, e.g. 1 in 100

chance or 1%.

Adoption of sewers The transfer of responsibility for the maintenance of a system of sewers to a sewerage undertaker.

Attenuation Reduction of peak flow and increased duration of a flow event.

BGS Flooding Susceptibility Map

This data set is the first national hazard or susceptibility data set of groundwater flooding. The resolution of the modelled output is 50m by 50m cells. This data set is a hazard data

set, not a risk data set, meaning that it does not provide any information about the likelihood of a groundwater flooding

event occurring. It is noted that the BGS Groundwater Flooding Susceptibility Map is to be used as a screening

tool, and should not be used to inform planning decisions. Based on geological and hydrogeological information, digital

data has been used to identify areas where geological conditions could enable groundwater flooding to occur and where groundwater may come close to the ground surface.

The data set defines areas with one of five levels of groundwater susceptibility, ranging from high susceptibility to negligible or no susceptibility. Areas with no data represent

areas with no susceptibility to groundwater flooding.

BGS Indicators of Flooding Map

The map shows areas vulnerable to two main types of flooding - inland (river floodplains) and coastal/estuarine.

The map is based on observation of the types of geological deposit present and does not take into account any man-

made influences such as house building or flood protection schemes. It also does not take into account low-lying areas where flooding could occur but where there are no materials

indicating flooding in the geological past.

Catchment Flood Management Plans (CFMP)

A strategic planning tool through which the Environment Agency will seek to work with other key decision-makers within a river catchment to identify and agree policies for

sustainable flood management.

Climate change (cc) Long-term variation in global temperatures and weather patterns, both natural and a as a result of human activity.

Design event A historic or notional flood event of a given annual probability

against which suitability of proposed development is assessed and mitigation measures, if any, designed.

Design event exceedance Flooding resulting from an event which exceeds the

magnitude for which the defences protecting a development were designed – see residual risk.

Design flood level The maximum estimated water level during the design event.


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Term Definition

Exceedance flood risk assessment

A study to assess the risk of a site or area being affected by exceedance flow, and to assess the impact that any changes

made to a site or area will have on the exceedance flood risk.

Exceedance flow Excess flow that emerges on the surface once the conveyance capacity of a drainage system is exceeded.

Flood Defence

Flood defence infrastructure, such as flood walls and embankments, intended to protect an area against flooding

to specified standard of protection.

Flood and Coastal Defence Operating Authorities

The Environment Agency, local authorities and Internal Drainage Boards with legislative powers to undertake flood

and coastal defence works.

Flooding due to infrastructure failure

Non-natural or artificial sources of flooding can include reservoirs, canal and lakes where water is retained above natural ground level, operational and redundant industrial

processes including mining, quarrying and sand and gravel extraction, as they may increase floodwater depths and

velocities in adjacent areas.

Flooding from artificial drainage systems

In urban areas, rainwater is frequently drained into surface water sewers or sewers containing both surface and waste water known as “combined sewers”. Flooding can results

when the sewer is overwhelmed by heavy rainfall, becomes blocked or is of inadequate capacity.

Flooding from rising/high groundwater

Groundwater flooding occurs when water levels in the ground rise above surfaces elevations.

Flood Mitigation

All measures to reduce the effect of flooding including flood avoidance, flood resistance and flood resilience.

Flood Map

A map produced by the Environment Agency providing an indication of the likelihood of flooding within all areas of

England and Wales, assuming there are no flood defences. Only covers river and sea flooding.

Floodplain

A Floodplain is flat or nearly flat land adjacent to a watercourse, an estuary or the sea, that experiences

occasional or periodic flooding, or would flow but for the presence of flood defences where they exist.

Flood risk management strategy

A long-term approach setting out the objectives and options for managing flood risk, taking into account a broad range of

technical, social, environment and economic issues.

Flood risk assessment (including regional, sub-

regional/strategic, and site specific)

A study to assess the risk to an areas or site from flooding, now and in the future, and to assess the impact that any changes or development on the site or area will have on

flood risk to the site and elsewhere. It may identify, particularly at more local levels, how to manage those

changes to ensure that flood risk is not increased. PPS25


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Term Definition

differentiates between region, sub-regional/strategic and site specific flood risk assessments.

Flood risk management measure

Any measure which reduces flood risk such as flood defences.

Flood Zone A geographic area within which the flood risk is in a particular range, as defined within PPS25.

Fluvial Flooding

Flooding from rivers, streams, watercourses etc these flood when the amount of water in them exceeds the flow capacity

of the channel.

Freeboard The difference between the flood defence level and the design flood level.

Greenfield land Land that has not been previously developed.

Hold the line Maintaining the existing flood defences and control

structures in their present positions and increase the standard of protection against flooding in some areas.

Internal Drainage Board (IDB)

Public authority and are responsible for providing a service in land drainage and flood protection in areas of the UK.

Local development framework (LDF)

A non-statutory term used to describe a folder of documents which includes all the local planning authority’s Local

Development Documents (LDDs).

Local Development Documents (LDDs)

All development plan documents which form part of the statutory development plan, as well as supplementary

planning documents which do not form part of the statutory development plan.

Main River

A watercourses designated on a statutory map of Main Rivers, maintained by Defra, on which the Environment

Agency has drainage and flood control management responsibility.

Ordinary Watercourse

All rivers, streams, ditches, drains, cuts, dykes, sluices, sewers (other than public sewers) and passages through which water flows which do not form part of a Main River. Local authorities and, where relevant, Internal Drainage

Boards have similar permissive powers on ordinary watercourses, as the Environment Agency has on Main

Rivers.

Overland flow flooding

Otherwise known as pluvial flooding. Intense rainfall, often of short duration, that is unable to soak into the ground or enter drainage systems can run quickly off land and result in local

flooding. Planning Policy Statement

25: Development and Flood Risk (PPS25)

A statement of policy issued by central Government on flood risk to replace Planning Policy Guidance 25: Development

and Flood Risk (PPG25). Precautionary principle Where there threats of serious or irreversible damage, lack


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Term Definition

of full scientific certainty shall not be used as a reason for postponing cost-effective measures to prevent

environmental degradation. Previously-developed land

(often referred to as brownfield land)

Land which is or was occupied by a permanent structure, including the curtilage of the developed land and any

associated fixed surfaces infrastructure (PPS3 annex B) Regional Spatial Strategy

(RSS) A broad development strategy for a region for a 15 to 20

year period prepared by the Regional Planning Body.

Reservoir (large raised) A reservoir that holds at least 25,000 cubic metres of water

above natural ground level, as defined by the Reservoirs Act 1975.

Resilience

Constructing the building in such as way that although floodwater may enter the building its impact is minimised,

structure integrity is maintained and repair, drying and cleaning are facilitated.

Resistance Constructing a building in such as way as to prevent

floodwater entering the building or damaging its fabric. This has the same meaning as flood proof.

Return period The long-term average period between events of a given

magnitude which have the same annual exceedance probability of occurring.

Residual risk The risk which remains after all risk avoidance, reduction and mitigation measures have been implemented.

Risk Management Solutions (RMS) Pluvial

Flood Map

The RMS data model does not take into account Coastal/Storm Surge Flooding, Dam Failure Flooding, Sewer

Overflow Flooding or risk of flooding from the sea. The source data is created using 0.0005 decimal degree grid

cells which represent the ground surface which have been obtained by flying over the UK and sending a radar signal

down to the ground which then bounces back up to the plane. This has been translated into British National Grid - as

a result of the translation, the data does not appear as a regular grid. Due to this re-projection cell sizes will vary

across the country.

River basin management A management plan for all river basins required by the Water Framework Directive.

Shoreline management plan (SMP)

A plan providing a large-scale assessment of the risk to people and to the developed, historic and natural

environment associated with coastal processes. It presents a policy framework to manage these risks in a sustainable

manner.

Standard of protection The design event or standard to which a building, asset or

area is protected against flooding, generally expressed as an annual exceedance probability.


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Term Definition

Sustainable Drainage Options (SUDS)

SUDS are alternatives to traditional piped drainage systems that utilise natural drainage processes to convey, and

improve the quality of surface water runoff generated by urban development. Including: green roofs, water butts, swales , rainwater harvesting, filter strips, wetland areas,

infiltration basins, detention basins, retention ponds, porous and pervious paving.

Surface water run-off The flow of water from area caused by rainfall. Tidal Flooding

Flooding to low-lying land from the sea and tidal estuaries is

caused by storm surges and high tides.

Vulnerability class PPS25 provides a vulnerability classification to assess which uses of land maybe appropriate in each flood risk zone.

Washland An area of the floodplain that is allowed to flood or is

deliberately flooded by a river of stream for flood management purposes.

Water Framework Directive A European Community Directive (2000/60/EC) of the

European Parliament and Council designed to integrate the way water bodies are managed across Europe.

Windfall sites Sites which become available for development unexpectedly

and are therefore not included as allocated land in a planning authority’s development plan.

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