flood risk assessment damhead creek 2 power station

FLOOD RISK ASSESSMENT

DAMHEAD CREEK 2 POWER STATION

Name Job Title Date

Prepared Joanne Somerton Senior Consultant (Flood

Risk) 14/01/2016

Checked Kerry Whalley Technical Director 04/02/2016

Technical Review Ian Small Associate Director 15/01/2016

AMENDMENT RECORD

Issue Date Issued Date Effective Purpose of Issue and Description of Amendment

1 January 2016 January 2016 Draft for Client Comment

2 February 2016 February 2016 Final for Submission

TABLE OF CONTENTS

1. Introduction ............................................................................................................. 1

1.1 Commission ........................................................................................ Error! Bookmark not defined.

1.2 Background......................................................................................................................................... 1

1.3 Scope of Services ............................................................................................................................... 1

1.4 Data Sources ...................................................................................................................................... 2

2. Site Information....................................................................................................... 3

2.1 Site Description .................................................................................................................................. 3

2.2 Existing Development ......................................................................................................................... 4

2.3 Topography......................................................................................................................................... 5

2.4 Surface Water Resources .................................................................................................................. 5

2.5 Proposed Development ...................................................................................................................... 5

3. Policy Context ......................................................................................................... 7

3.1 National Policy .................................................................................................................................... 7

3.1.1 National Policy Statements for Energy .............................................................................. 7

3.1.2 National Planning Policy Framework ................................................................................ 7

The Sequential Test and Exception Test ......................................................................................... 8

Development and Flood Risk Vulnerability ....................................................................................... 8

3.2 Local Policy......................................................................................................................................... 9

3.2.1 Medway Local Plan ........................................................................................................... 9

3.3 Other Relevant Policy and Guidance ............................................................................................... 10

Medway Strategic Flood Risk Assessment (2012) ......................................................................... 10

Medway Draft Local Flood Risk Management Strategy (2014) ...................................................... 10

4. Flood Risk ............................................................................................................. 11

4.1 Sources of Flood Risk ...................................................................................................................... 11

4.2 Tidal Flood Risk ................................................................................................................................ 11

4.2.1 Flooding History............................................................................................................... 11

4.2.2 Modelled Flood Levels .................................................................................................... 12

4.2.3 Flood Defences ............................................................................................................... 13

Overtopping and Breaching of Defences ....................................................................................... 13

DHC2 Flood Risk Assessment 4-Feb-16

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4.3 Fluvial Flood Risk ............................................................................................................................. 14

4.4 Flooding from Artificial Sources ........................................................................................................ 15

4.5 Groundwater Flooding ...................................................................................................................... 15

4.6 Pluvial Flooding ................................................................................................................................ 16

4.7 Flooding from Drainage Infrastructure .............................................................................................. 16

5. Climate Change .................................................................................................... 18

5.1 Context ............................................................................................................................................. 18

5.2 Tidal Flooding ................................................................................................................................... 18

5.3 Fluvial Flooding ................................................................................................................................ 19

5.4 Groundwater ..................................................................................................................................... 19

5.5 Sewers .............................................................................................................................................. 19

5.6 Surface Water Run-off Generation and Overland Flow ................................................................... 19

6. Proposed Flood Risk Management Measures ...................................................... 20

6.1 Mitigation against Tidal Flooding ...................................................................................................... 20

6.2 Mitigation against Fluvial Flooding ................................................................................................... 20

6.3 Mitigation against Artificial Flooding ................................................................................................. 20

6.4 Mitigation against Groundwater Flooding ......................................................................................... 21

6.5 Mitigation against Pluvial Flooding and from Drainage Infrastructure .............................................. 21

7. Surface Water Management ................................................................................. 22

7.1 Existing Conditions ........................................................................................................................... 22

Existing Runoff from the Site .......................................................................................................... 22

7.2 Policy and Stakeholder Requirements ............................................................................................. 23

National Planning Policy Framework .............................................................................................. 23

7.3 Proposed Conceptual Strategy......................................................................................................... 24

Restricted Surface Water Runoff Rate ........................................................................................... 24

Sustainable Drainage Systems ...................................................................................................... 24

Surface Water Attenuation Volumes .............................................................................................. 24

8. Off-Site and Residual Risks .................................................................................. 26

8.1 Off-Site Impacts ................................................................................................................................ 26

8.2 Residual Risks .................................................................................................................................. 26

9. Conclusions .......................................................................................................... 27


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Figures: Figure 2-1: Damhead Creek 2 CCGT Power Station Site Location

Figure 2-2: Application Site Boundary and Areas 1 to 3

Figure 4-1: Environment Agency Flood Extent Map

Tables: Table 1-1: Sources of Data Reviewed

Table 3-1: Flood Risk Vulnerability and Flood Zone Compatibility

Table 4-1: Defended Modelled Tidal Flood Levels for the Site

Table 4-2: Un-defended Modelled Tidal Flood Levels for the Site

Table 5-1: Recommended Contingency Allowances for Climate Change

Table 7-1 Site Areas and Surfacing

Table 7-2 Approximate Surface Water Runoff Rates for the Existing Site Areas 1 and 3

(litres/second)

Table 7-3 Rainfall Values

Table 7-4 Indicative Attenuation Storage Requirements

Annexes: Annex A: Data Consultation

Annex B: Topographic Survey

Annex C: Development Plans

Annex D: Proposed Permeable and Impermeable Site Areas


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1. Introduction AECOM has undertaken a Flood Risk Assessment (FRA) for the proposed Variation under Section 36(c) of the Electricity Act 1989 to the Damhead Creek 2 (DHC2) power station.

On 25 January 2011, ScottishPower secured consent under Section 36 of the Electricity Act 1989, for the development, construction and operation of a new 1,000 MW Combined Cycle Gas Turbine (CCGT) adjacent to the existing Damhead Creek Power Station. Further to this, on 28 July 2014 ScottishPower secured consent under Section 36(c) of the Electricity Act 1989 to increase the output of Damhead Creek 2 CCGT to 1,200 MW (DECC Reference 12.04.09.04/265C) and subsequently in October 2015 this was further increased to 1,800 MW output CCGT. ScottishPower now seek to further vary the existing consent to allow flexibility in the make-up of the plant to include up to 300 MW of Open Cycle Gas Turbine (OCGT) peaking plant within the 1,800 MW scheme. The proposed development therefore now comprises either a CCGT or a CCGT/OCGT power station with a total combined electrical capacity up to 1,800 MW, hereafter referred to as the proposed 1,800 MW with peaking plant scheme option. This application to vary the consent retains the option of constructing the already consented 1,800 MW CCGT-only scheme option but also includes the provision of up to 300 MW of that capacity as OCGT units such that the combined output remains at 1,800 MW. This assessment therefore focuses on the new variant including peaking plant, as the already consented CCGT option was fully assessed as part of the 2015 variation

1.1 Background The Site, comprising approximately 30.9 hectares (ha) of brownfield land, is located to the south of the Hoo Peninsula, Kent, and is centrally located upon National Grid Reference (NGR) 581230, 172810.

The Environment Agency Flood Zone Map issued in December 2015 (Annex A and Figure 4.1) indicates areas to the south; west and north-west of the Site are located within Flood Zone 3 and are classified as having a ‘high risk’ of flooding from fluvial or tidal sources. Flood Zone 3 delineates areas classed as having a greater than 0.5% (1 in 200) Annual Exceedance Probability (AEP) of flooding from tidal sources or a greater than 1% AEP (1 in 100) from fluvial sources.

Land to the east and north is located within Flood Zone 2. Areas located within Flood Zone 2 are classified as having a ‘medium risk’ of flooding from fluvial or tidal sources. Flood Zone 2 delineates areas classed as having between a 1% AEP and 0.1% (1 in 1000) AEP of fluvial flooding, or between a 0.5% AEP and 0.1% AEP of tidal flooding in any year.

The Environment Agency Flood Zone Map also indicates that the Site lies in an area classed as benefitting from flood defences.

The National Planning Policy Framework1 (NPPF) and the Planning Policy Guidance2 (PPG) specifies that planning applications for development proposals located in Flood Zone 3 should be accompanied by a FRA.

1.2 Scope The aim is to undertake a FRA that is appropriate to the nature and scale of the Proposed Development that determines flood risk posed to the Site and arising from the Proposed Development and recommends suitable mitigation measures, where required.

The objectives of this report are to:

• review existing information relating to the flood risk posed to the Proposed Development from all sources (e.g. fluvial, surface water, sewer flooding);

• consult with Medway Council and the Environment Agency in relation to flood risk and their requirements for management of any risk;

1 Communities and Local Government (2012). The National Planning Policy Framework (NPPF) 2 Communities and Local Government, (2014); Planning Policy Guidance. (http://planningguidance.planningportal.gov.uk)

http://planningguidance.planningportal.gov.uk/


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• assess the flood risk to the Proposed Development under existing and post-development conditions (taking into account climate change); and

• outline any mitigating measures needed to ensure the Proposed Development and its occupants will be safe for the lifetime of the development and to meet the requirements of the NPPF.

1.3 Data Sources The baseline conditions for the site have been established through a desk study and via consultation with the Environment Agency, Medway Council, and Southern Water Limited (SWL). This information has been used to inform the assessment made within the FRA. Data collected during the course of this assessment are described in Table 1-1.

Table 1-1Sources of Data Reviewed

Purpose Data Source Comments

Identification of Hydrological Features

• 1: 25,000 Ordnance Survey (OS) mapping.

Identifies the position of the Site and local hydrological features.

Identification of Existing Flood Risk

• Topographical survey of the Site. Provides existing Site levels.

• EA Indicative Flood Zone Map (Figure 4.1 and Annex A).

Identifies fluvial/ tidal inundation extents and historical flooding

• EA Flood Inundation Mapping (internet).

Provides information on the risk of flooding from reservoirs (artificial sources).

• Environment Agency Consultation (Annex A).

Information from the Environment Agency on existing Flood Risk (Annex A).

• Medway Strategic Flood Risk Assessment (SFRA)3,

• Medway Preliminary Flood Risk Assessment (PFRA)4;

• Medway Estuary and Swale Shoreline Management Plan5

Assesses flood risk across the Medway Council area. Includes flood risk from fluvial/tidal, sewers, overland flow and groundwater.

• British Geological Survey records. Provides details of geology and hydrogeology in the vicinity of the Site.

• PFRA including Public sewer record (SWL) details.

Identifies the local drainage system near the Site

Identification of Historical Flooding

• Environment Agency Gives details of historical flooding. • SFRAs and PFRAs.

Details of the Scheme

• Indicative Development Plans. Provides layout of the Proposed Development.

Surface Water Drainage

• OS Mapping; • SFRA.

Identifies existing Site drainage, public drainage system near the Site and details of existing surface water runoff from the Site.

3 Mott MacDonald (2006). Medway Strategic Flood Risk Assessment, Main Report 4 Medway Council (2011) Preliminary Flood Risk Report 5 Halcrow (2010) Medway Estuary and Swale Shoreline Management Plan


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2. Site Information 2.1 Site Description The Damhead Creek 2 Power Station Site comprises a roughly undeveloped, triangular shaped area of approximately 30.9 ha (the total area within the application red line indicated on Figure 2-1), approximately 8 km north east of Rochester, Kent. The Site is located to the south of the Hoo Peninsula, a tongue of land between the Thames and Medway estuaries, at NGR 581230, 172810 (see Figure 2.1).

Figure 2-1 Damhead Creek 2 CCGT Power Station Site Location

Damhead Creek CCGT Power Station and is bounded on the southern and eastern sides by earth bunds with a crest level of approximately 5.6 m Above Ordnance Datum (AOD).

The Site is bordered by industrial development to the north- west, by wetland lagoons to the northeast and by Kingsnorth Power Station to the south.

The surrounding land comprises:

• Kingsnorth Business Park to the north and north-west;

• Kingsnorth Industrial Estate to the north and north east;

• Damhead Creek to the east and south-east;

• agricultural land and the former Kingsnorth Power Station to the south; and

• the existing Damhead Creek Power Station to the west.


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2.2 Existing Development The application site is described as three main areas (see Figure 2-2):

• DHC2 main area (referred to as Area 1 in this report) as shaded grey in Figure 2-2, comprising an area of 18.1 ha (including 10.4 ha of land for DCH2 plus, 4.1 ha of CCS land and 3 ha of CCS land in an old substation plot), is where the majority of the new DHC2 will be constructed and lies to the east of the existing Damhead Creek CCGT Power Station. The area is low-lying undulating ground sloping to the south-east and comprises unmanaged grassland and some hardstanding. Area 1 was largely topsoil-stripped and disturbed during the construction of the existing Damhead Creek CCGT Power Station;

• carbon capture land and DHC1 mitigation land (referred to as Area 2 in this report) as shaded purple and yellow in Figure 2-2, comprising an area of 4.1 ha, lies to the north of the existing Damhead Creek CCGT Power Station. This land consists of hardstanding and is not currently in use; and

• carbon capture land and ecological mitigation area (referred to as Area 3 in this report) as shaded orange and green in Figure 2-2, comprising an area of 16.7 ha, lies to the north-east of the existing Damhead Creek CCGT Power Station. Land in Area 3 has previously been used to dispose of fly ash from the nearby Kingsnorth Power Station. It is bounded on the west by an ecological mitigation area associated with the existing Damhead Creek CCGT Power Station.

Figure 2-2 Application Site Boundary and Areas 1 to 3


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2.3 Topography Prior to the development of the existing Damhead Creek Power Station, the general level of the site varied from circa 2.0 mAOD in the south west corner to circa 4.1 m AOD at the northern boundary of the site. During the construction of existing plant, the site was generally raised to circa 4.0 mAOD. On the western side of the site, the existing ground level flanking the industrial development is at an elevation of 3.8 mAOD. A new earth embankment has been constructed along the western boundary with a top elevation of not less than 4.8 mAOD.

An updated topographic survey has been provided for the site as part of this assessment. The survey shows ground levels to the north, adjacent to the roundabout are approximately 6.8 mAOD and these levels fall away to the south to a ground level of approximately 2.1 mAOD. An earth embankment that runs from northwest to southeast between the DCH2 site and ecological mitigation area has a crest level of approximately 6.7 mAOD for the majority of its length. Ground levels to the west of this earth embankment are approximately 6.2 mAOD.

The area of land to be used for the laydown area and any future carbon capture and storage plant, situated to the northeast of the DHC2 site is at an elevation of around 6.1 m AOD.

A topographic survey showing all site levels is included in Annex B.

2.4 Surface Water Resources The following local water features have been identified through the inspection of OS 1:10,000 mapping;

• Damhead Creek is located immediately adjacent to the Site boundary to the east and south-east. The Creek is a tributary of the tidal River Medway and flows from the eastern boundary of the existing Kingsnorth Power Station, past the southern boundary of the DHC2 Site before turning northeast and then south-east and entering the River Medway;

• A buried drainage system runs down the eastern boundary joining an open drainage ditch that runs around the southern boundary of the current Damhead Creek Power Station Site then runs through the EON Kingsnorth site before discharging through the sea wall to the River Medway.

• There are two ponds located on the ecological mitigation area (shown as the green area on Figure 2-2) which were used for dust suppression during previous dumping of Pulverised Fuel Ash (PFA). These are man-made ponds and are not recharged by any streams or other surface waters. There is also one pond just outside of the eastern boundary of the DHC2 site. These ponds were created in 2000 / 2001 as alternative habitat for reptiles following the development of the existing Damhead Creek CCGT Power Station. There is no flow of surface water into these ponds.

• The River Medway, an Environment Agency Main River, is located approximately 725m to the south of the Site. The Medway is also tidal at this point and approximately 1 km wide. The Medway Estuary is a tidal saline water habitat subject to tidal fluctuations in level. Water drains from the salt flats such as Stoke Saltings during the ebb tide; and

• The Thames Estuary, an Environment Agency Main River, is located approximately 6.5 km to the north and 9 km to the east of the Site.

2.5 Proposed Development The proposed development is the construction and operation of a gas fired power station of electrical output capacity up to 1,800 MW adjacent to the existing Damhead Creek CCGT Power Station site located on the southern side of the Hoo Peninsula. The plant would be fired on natural gas from the UK National Transmission network; no back-up firing on distillate fuel is proposed. As with the existing Damhead Creek CCGT, the plant will be air cooled. The power station will comprise a Combined Cycle Gas Turbine (CCGT) plant or alternatively a CCGT and an Open Cycle Gas Turbine (OCGT) peaking plant located on the same Site; the peaking plant would have an electrical output capacity of up to 300 MW but the total combined electrical output from the CCGT and OCGT will not exceed the 1,800 MW capacity.


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It is expected that DHC2 will operate in various running modes including full load (maximum continuous rating) and two shifting where the plant can be operated on and off during the day to meet peak demands. The plant will occasionally be shut down for brief periods of essential maintenance and statutory inspections. DHC2 is expected to have an annual availability of the order of 93% with the remainder of the time dedicated to annual maintenance and unplanned plant failures. The operational life time of the development will be of the order of 35 years. It is envisaged that the peaking plant will operate for up to 1,500 hours per year, to respond to peak demand on the UK transmission system although the CCGT units are expected to run at higher load factors – of up to 80% in the early years of operation, reducing through time as new renewables come on line.

The previously consented 1,800 MW scheme comprised either a single shaft or a multi-shaft combined cycle arrangement with up to three gas turbines, each with a heat recovery steam generator (HRSG), and connected to either a dedicated steam turbine or a single steam turbine respectively, depending on the plant configuration. The total electrical output was 1,800 MW based on ISO conditions. For the 1,800 MW CCGT with peaking plant scheme option, a multi-shaft arrangement has been considered for the CCGT units, comprising two gas turbines, each with a heat recovery steam generator (HRSG), and connected to a single steam turbine. This is to allow sufficient space for the peaking plant to be accommodated within the Site footprint without compromising the space to be retained for the CCR land. The peaking plant capacity will be generated through up to two OCGTs which will be gas fired with no diesel back-up.

The General Arrangement Plan for the 1,800 MW CCGT with peaking scheme option (Annex C) is based on this arrangement of the multi shaft CCGT and up to two peaking plant units and comprises the following plant:

• Turbine Hall (comprising 2 No. gas turbine buildings 72 m x 31 m x 30 m and 1 No. steam turbine building 60 m x 30 m x 25 m);

• 2 No. peaking plant stacks up to 50 m x approximately 8.4 m external diameter and 2 No. HRSG stacks modelled up to 95 m x approximately 8.4 m external diameter;

• HRSG enclosure (1 HRSG building approximately 36 m x 34 m x 45 m); and

• Air Cooled Condenser (1 No. unit approximately 84 m x 135 m x 46.5 m).

The exact dimensions for the proposed 1,800 MW CCGT with peaking plant scheme option cannot be confirmed until the detailed design stage and will be agreed with Medway Council prior to the commencement of construction. The above dimensions however represent the likely sizes of the main components based on ScottishPower’s discussions with OEMs

The total electrical output of the proposed development would therefore be up to 1,800 MW at ISO conditions.

Both the currently consented 1,800 MW CCGT-only scheme option and the proposed 1,800 MW CCGT with peaking plant scheme option would export the electricity generated to the National Grid via the existing Kingsnorth substation, which lies approximately 500 m to the south of the existing Damhead Creek CCGT Power Station boundary.

The CHP-Readiness study (Appendix D to the EIR) has demonstrated that there are no potential heat users in the area. The plant will, however, be designed in such a way that future connections will be possible to export heat if heat users are identified.


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3. Policy Context Flood risk and surface water management related planning policies and guidance that are relevant to the Proposed Development are described below.

3.1 National Policy

3.1.1 National Policy Statements

A number of National Policy Statements (NPS) for Energy Infrastructure were designated by the Secretary of State (SoS) under the Planning Act 2008 on 19th July 2011. NPS EN-26, together with the Overarching NPS for Energy (EN-1)7, provides the primary basis for decisions on applications for ‘nationally significant fossil fuel electricity generating infrastructure’ defined at Section 1.8 of EN-2, which includes gas-fired electricity generation. Whilst this application is for a variation under the previous Electricity Act regime, the NPS for Energy provides applicable context and guidance.

EN-1 states that ‘applications for energy projects of 1 hectare or greater in Flood Zone 1 and all proposals for energy projects located in Flood Zones 2 and 3 should be accompanied by a NPPF compliant flood risk assessment’.

In determining an application for development consent, the Planning Inspectorate and SoS (or, in this case, DECC) should be satisfied that where relevant:

• the application is supported by an appropriate FRA;

• the Sequential Test has been applied as part of site selection;

• a sequential approach has been applied at the site level to minimise risk by directing the most vulnerable uses to areas of lowest flood risk;

• the proposal is in line with the relevant national and local flood risk management strategy;

• priority has been given to the use of SuDs; and

• in flood risk areas the project is appropriately flood resilient and resistant, including safe access and escape routes where required, and that any residual risk can be safely managed over the lifetime of the development.

3.1.2 National Planning Policy Framework

The NPPF is supported by the PPG, an online resource published in March 2014. The PPG supersedes the PPS25 Practice Guide8 and the Technical Guidance to the National Planning Policy9, as detailed in the Ministerial Statement ‘Making the planning system work more efficiently and effectively’10.

The NPPF and PPG must be taken into account in the preparation of local and neighbourhood plans, and is a material consideration in planning decisions. It constitutes guidance for local planning authorities and decision-takers both in drawing up plans and as a material consideration in determining applications.

The NPPF and PPG recommends that Local Plans should be supported by a Strategic FRA (SFRA) and develop policies to manage flood risk from all sources, taking account of advice from the Environment 6 Department of Energy & Climate Change (2011) National Policy Statement for Fossil Fuel Electricity Generating Infrastructure

(EN-2) Planning for New Energy Infrastructure, June 2011 7 Department of Energy & Climate Change (2011) Overarching National Policy Statement for Energy (EN-1) Planning for New

Energy Infrastructure, July 2011 8 Communities and Local Government, (2012); ‘Planning Policy Statement 25: Development and Flood Risk, Practice Guidance’ 9 Communities and Local Government, (2012); ‘Technical Guidance to the National Planning Policy Framework’ 10 Communities and Local Government (2014); ‘Making the planning system work more efficiently and effectively’


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Agency and other relevant flood risk management bodies, such as Lead Local Flood Authorities (LLFAs) and Internal Drainage Boards (IDBs). Local Plans should apply a sequential, risk-based approach to the location of development to avoid, where possible, flood risk to people and property and manage any residual risk, taking account of the impacts of climate change, by:

- applying the Sequential Test;

- applying the Exception Test, if necessary;

- safeguarding land from development that is required for current and future flood management;

- using opportunities offered by new development to reduce the causes and impacts of flooding; and

- where climate change is expected to increase flood risk so that some existing development may not be sustainable in the long-term, seeking opportunities to facilitate the relocation of development, including housing, to more sustainable locations.

The Proposed Development will comply with the requirements of the NPPF and EN-1.

The Sequential Test and Exception Test

The overall aim of the Sequential Test is to steer new development to Flood Zone 1. Where there are no reasonably available sites in Flood Zone 1, local planning authorities allocating land in Local Plans or determining planning applications for development at any particular location should take into account the flood risk vulnerability of land uses and consider reasonably available sites in Flood Zone 2, applying the Exception Test if required. Only where there are no reasonably available sites in Flood Zones 1 or 2 should the suitability of sites in Flood Zone 3 be considered, taking into account the flood risk vulnerability of land uses and applying the Exception Test if required.

For the Exception Test to be passed:

• it must be demonstrated that the development provides wider sustainability benefits to the community that outweigh flood risk, informed by a SFRA where one has been prepared; and,

• a site-specific FRA must demonstrate that the development will be safe for its lifetime taking account of the vulnerability of its users, without increasing flood risk elsewhere, and, where possible, will reduce flood risk overall.

Both elements of the test will have to be passed for development to be allocated or permitted.

Development and Flood Risk Vulnerability

Table 3.1 shows the classification of flood risk vulnerability and flood zone compatibility according to Section 7, Paragraph 066 of the PPG.

Table 3-1 Flood Risk Vulnerability and Flood Zone Compatibility

Flood risk Vulnerability classification

Essential Infrastructure

Water Compatible

Highly Vulnerable

More Vulnerable

Less Vulnerable

Zone 1

Zone 2 Exception test required

Zone 3a Exception test required Exception test

required


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Flood risk Vulnerability classification

Essential Infrastructure

Water Compatible

Highly Vulnerable

More Vulnerable

Less Vulnerable

Zone 3b ‘Functional Flood plain’

Exception test required

Key

Development is appropriate. Development should not be permitted.

According to the PPG the Proposed Development (electricity generating power station) would be classed as ‘Essential Infrastructure.’ Essential infrastructure is defined within the PPG as “b) Essential utility infrastructure which has to be located in a flood risk area for operational reasons, including electricity generating power stations and grid and primary substations.”

Based on classification shown in Table 3.1, the Proposed Development use is appropriate in Flood Zones 1, 2 and 3a provided that the Sequential Test is passed and the Exception Test is passed for development in Flood Zone 3.

Although located within Flood Zone 3, the proposals include the redevelopment of a site that is owned by ScottishPower and is a variation to an existing consented scheme and therefore the application of the Sequential Test is not considered appropriate. In addition, the Proposed Development would be located on land already designated as part of a power station site or as land set aside for future employment under the Medway Local Plan and it is assumed that the Sequential Test for the Site was passed during the site allocation process.

The proposed development is similar to the existing consent that already exists for the site. Much of the infrastructure required for such a development already exists at the site and can support the development with minimal impact upon the surrounding environment.

In terms of wider sustainability benefits to the community, the potential increase in construction staff would result in beneficial socio-economic effects including employment of local people and sourcing of local goods, services and contractors, and indirect employment benefits. The total investment in the proposed scheme would be around £600-750 million which represents a substantial investment for the region.

The proposed development provides electricity generation that strengthens the local and regional grid network, which, in turn, underpins the development of other services within the south east region. The plant will be highly efficient when compared with other power stations currently in operation and will assist the UK Government in their aims of reducing overall emissions of carbon dioxide through the displacement of coal and oil power stations which are due to close in the coming years and contribute to security of supply.

Based on this information and the information provided within this FRA, it is considered that the Proposed Development passes the Exception Test.

3.2 Local Policy

3.2.1 Medway Local Plan

The Local Development Scheme (LDS) (June 2014) provides an updated programme for the production of a new local plan that will provide the basis for development policy in Medway (it is noted that the Issues and Options document associated with the new Local Plan was consulted on in November 2015, but this plan is not yet adopted therefore the existing policy remains the LDS). The scheme covers the period from 2014 to 2017, and updates the Medway LDS published in August 2011. However, some


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Medway Local Plan (2003) policies have been retained and will continue to be considered as robust and up-to-date policies within Medway LDS.

The following Policies are relevant to the Proposed Development in terms of flood risk and surface water management:

• Policy BNE45:Undeveloped Coast – development will be permitted in and alongside the undeveloped coast, as defined on the proposals map, only if iii) the development is not likely to be at risk from flooding or coastal erosion to the extent that it would require defence works for its safety and protection;

• Policy CF13: Tidal Flood Risk Areas – Development will not be permitted within a tidal flood risk area if; i) it harms the integrity of the flood defences; or ii) it fails to provide for a means of escape for people in the event of a flood; or iii) it introduces residential living and sleeping accommodation below the estimated flood level; or iv) it introduces mobile homes or caravans; or v) it introduces new holiday accommodation between October and May.

The Medway Local Plan identifies the Proposed Development site as an existing employment area and the site adjacent as a proposed employment area.

The Council has started work on a new Local Plan, which, once adopted, will replace the current Medway Local Plan 2003. This will be a single document, containing strategic level and development management policies, land allocations, minerals and waste, and a policies map. The process of producing a new plan is anticipated to take around three years. The plan will cover the period up to 2035 and statutory consultation process for the Issues and Options Consultation Document is underway and will conclude on 29 February 2016.

3.3 Other Relevant Policy and Guidance

Medway Strategic Flood Risk Assessment (2012)

The SFRA was prepared to assist Medway Council in spatial planning decisions that are required to inform the Development Plan preparation. Existing information and additional hydraulic modelling was undertaken to identify the level of flood risk posed in the Borough. The SFRA reported that there was a residual tidal flood risk to urban areas in the event of a breach in the flood defences along the River Medway, but there is limited historical information with regards to surface and sewer flooding.

Medway Draft Local Flood Risk Management Strategy (2014)

The Medway Local Flood Risk Management Strategy11 (LFRMS) outlines the responsibilities of the Risk Management Authorities in Medway and how they are working in partnership to coordinate local flood risk management. This includes engagement with communities, preparing for floods, responding to flood events and collaborating on flood risk studies.

11 Capita Symonds and URS (2014) Medway Council Local Flood Risk Management Strategy. Final Report June 2014.


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4. Flood Risk 4.1 Sources of Flood Risk There are five potential sources of flooding at the DCH2 site. The dominant flood sources are:

• tidal flooding from the Medway Estuary and Damhead Creek;

• fluvial flooding from inland watercourses;

• site-related flooding (surface water runoff and sewers);

• overland flow from adjacent sites; and

• groundwater flooding.

The impacts that each may have on the site are discussed in detail in the following sections.

4.2 Tidal Flood Risk Flooding from tidal sources can occur through inundation of floodplains from rivers and watercourses, or inundation of areas outside the floodplain due to the influence of bridges, embankments and other features that artificially raise water levels and/or through the overtopping of defences.

Given the distance of the Site from the Thames Estuary (approximately 6.5 km to the north and 9 km to the east of the Site) it is considered unlikely that flooding from the Thames would impact the Site. The River Medway and Damhead Creek are both tidal watercourses in this location with the main tidal influence being the River Medway (Medway Estuary) and are included in this assessment of tidal flooding.

The Flood Zone maps produced by the Environment Agency, and shown in Figure 4.1, indicate an area within the south, west and north-west of the Site lies within Flood Zone 3 of the River Medway, representing land with a high risk of flooding from tidal or fluvial sources, whilst land to the east and north lies within Flood Zone 2, representing land with a medium risk of flooding from tidal or fluvial sources.

The Flood Zone Map shows the Site is located in an area that benefits from flood defences.

4.2.1 Flooding History

Data provided by the Environment Agency (Annex A) indicates that the Site is known to have flooded in 1953, prior to the installation of flood defences, when a tide level of 4.75 m AOD was recorded.

Both the SFRA and the PFRA state that flooding in the Medway area has also been recorded in 1927 (3.92m AOD), 1949 (4.54m AOD), 1960 (3.80m AOD), 1965 (4.60m AOD), 1978 (4.51m AOD) and 2005. The December 2005 event, a tidal surge caused low level flooding in parts of Rochester but had no impact at the site of the current Damhead Creek Power Station or the Proposed Development Site. There is no record of any flooding on the DHC2 site or adjacent land since the construction of the existing Power Station development in the late 1990s.


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Figure 4-1 Environment Agency Flood Extent Map

4.2.2 Modelled Flood Levels

The Environment Agency has provided defended modelled flood levels for the River Medway located relative to the Site for the 0.5% (1 in 200) AEP event. The modelled flood water levels for the River Medway have been taken from the detailed 2D Tuflow tidal modelling of the North Kent Coast, completed in August 2013. Table 4.1 shows details of the flood levels for the floodplain grid cells relevant to the Site for both the current day 0.5% AEP and 0.1% AEP tidal events and flood levels for the 0.5% AEP climate change scenarios for 2070 and 2115. Grid cell locations are shown in Annex A.

Table 4.1 Defended Modelled Tidal Flood Levels for the Site

Node ID Return Period Water Levels for AEP shown in mAOD

0.5% (2012) 0.5% (2070) 0.5% (2115) 0.1% (2012)

1 0.0 0.0 5.95 0.0

2 0.0 5.04 5.95 0.0

3 0.0 0.0 0.0 0.0

4 0.0 0.0 0.0 0.0


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0.5% (2012) 0.5% (2070) 0.5% (2115) 0.1% (2012)

5 0.0 4.73 6.03 0.0

6 0.0 0.0 0.0 0.0

7 0.0 0.0 0.0 0.0

8 0.0 4.73 6.02 0.0

9 0.0 4.73 6.02 0.0

Table 4.1 confirms that taking into account the presence of defences the Site does not flood during both the 0.5% (2012) AEP and 0.1% (2012) AEP flood event.

4.2.3 Flood Defences

The Site is protected from flooding associated with tidal sources due to the presence of primary flood defences along the north bank of the River Medway, to the south of the existing Damhead Creek Power Station and to the east of the Proposed Development Site.

The Environment Agency has stated that “The site is currently defended to a 1 in 1000 year standard of protection. Defences are comprised of raised earth embankments and concrete sea walls. The Environment Agency does not currently have any planned improvement works to the defences in this area”.

The previous FRA undertaken for the Site indicates the general area within which the site lies is protected by primary sea defences with a crest elevation of 5.7 m AOD or higher. It is understood that the defences are under riparian ownership and responsibility for maintenance lies with the riparian owners.

In addition to the primary sea defences, the Proposed Development is protected by secondary earth bunds adjacent to the site, with a crest elevation of approximately 5.6 m AOD. These bunds provide further protection from tidal inundation to a standard of between a 0.5% and 0.1% AEP flood event. In addition, a substantial area to the north and east of the site (proposed for the development of the carbon capture and storage/laydown area) is situated above 6 m AOD due to large quantities of PFA deposited on the site from its former use as a landfill. Therefore, based on Tables 4-1 and 4-2, much of this site area is not considered at risk from flooding during a 0.1% AEP flood event.

The North Kent Rivers Catchment Flood Management Plan12 (CFMP) is a report which has been produced by the Environment Agency and identifies flood risk management policies to assist all key decision-makers in the catchment. The North Kent Rivers CFMP indicates that the Proposed Development falls within Sub-area 4 North Kent Marshes – Policy Option 3: areas of low to moderate flood risk where the Environment Agency is generally managing existing flood risk effectively. This policy tends to be applied where the risks are currently appropriately managed and where the risk of flooding is not expected to increase significantly in the future.

Tidal flooding represents the most significant risk to the Site but the risk of tidal flooding is considered to be low as the Site is protected to the 0.1% AEP indicative standard.

Overtopping and Breaching of Defences

As the Site is afforded protection from defences up to the 0.1% AEP flood event, the primary risk from tidal sources is the residual risk from overtopping and/or failure of the defences.

12 Environment Agency (2009) The North Kent Rivers Catchment Flood Management Plan. Summary Report December 2009


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A breach analysis was undertaken as part of the Medway SFRA however the analysis concentrates largely on allocated development sites within the residential areas around Rochester and Chatham. Although inundation maps have been produced for these breaching scenarios, these do not extend as far downstream as the Site of the proposed power station.

The Site is protected by both primary sea defences and secondary earth embankments and it would take a breach of both the primary and secondary defences to cause inundation into the site.

As part of their consultation response the Environment Agency have stated, “Depending on the type of development proposed we would not necessarily expect breach modelling to be provided. An FRA for the site would need to consider the residual risk of flooding in defended areas. Reference to the undefended flood levels may aid in this assessment”.

Table 4.2 presents the undefended modelled flood water levels for the River Medway for the floodplain grid cells relevant to the Site for the 0.5% (1 in 200) AEP event. Grid cell locations are shown in Annex A.

Table 4.2 Un-Defended Modelled Tidal Flood Levels for the Site


0.5% (2012) 0.5% (2070) 0.5% (2115) 0.1% (2012)

1 0.0 0.0 5.97 0.0

2 4.91 5.35 5.97 5.29

3 0.0 0.0 0.0 0.0

4 0.0 0.0 0.0 0.0

5 4.94 5.35 5.99 5.31

6 0.0 0.0 0.0 0.0

7 0.0 0.0 0.0 0.0

8 4.92 5.35 5.99 5.30

9 4.92 5.35 5.99 5.30

In the unlikely event that both primary and secondary defences were to fail information in Table 4.2 provides an indication as to the extent of flooding at the Site. Should a breach in the flood defences occur grid cells 5, 8 and 9 are inundated during a 0.5% AEP flood event. These grid cells (5, 8 and 9) represent Area 1 (the main DHC2 area) within the Site boundary as shown in Figure 2.2.

Ground levels in these areas of the Site are approximately 2.1 – 6.8 m AOD therefore the maximum depth of flooding, to the south of the DHC2 site, would be approximately 2.84 m. Area 3 (the CCS land and ecological mitigation area) remains unaffected as ground levels are above the modelled flood water levels for this event.

4.3 Fluvial Flood Risk Fluvial flooding most commonly occurs after intense or heavy rainfall when any water that falls will naturally migrate toward the nearest river or stream. Where there are instances of especially heavy or long term rain the volume of water may exceed the channel capacity of the river downstream resulting in water levels exceeding the height of the river bank.


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A land drainage ditch/small watercourse enters the Site from the north (Area 3) which flows from north to south. At the south east Site boundary this drain then turns west, flowing adjacent to the southern Site boundary and continuing west along the boundary of the exiting Damhead Creek Power Station. The ditch runs through the Kingsnorth site before turning north and discharging into the River Medway.

The ditches vary from 2.0 m to 2.5 m wide and approximately 1.5 m to 2.0 m deep. OS mapping suggests that this drainage ditch flows to a drain to the west of the Kingsnorth Power Station and outfalls via a sluice to the River Medway approximately 0.9 km south west of the Site.

The catchment area of the drainage pipe and ditch is relatively small, accepting flows from the Site, the adjacent existing Damhead Creek Power Station and a small area to the north. Given the dimensions of the ditch and the limited catchment area it is considered that any flooding would remain local to the drainage corridor and would be shallow in depth. The risk of flooding from fluvial sources is therefore considered to be low. The open areas of ditch have recently been dredged to allow easier flow.

4.4 Flooding from Artificial Sources The Environment Agency’s Risk of Flooding from Reservoirs Mapping shows that there is no residual risk of flooding from a large reservoir in the event of a structural failure or breach. The Reservoir Act defines a large reservoir as one that holds over 25,000 cubic metres (m3) of water, although under the Flood and Water Management Act this has been reduced to 10,000 m3.

There are no canals located in close proximity to the Site.

It is considered that the site is at low risk of flooding from artificial sources.

4.5 Groundwater Flooding Groundwater flooding can occur when groundwater levels rise above ground surface levels. The underlying geology has a major influence on where this type of flooding takes place; it is most likely to occur in low-lying areas underlain by permeable rocks (aquifers).

British Geological Survey (BGS) information shows that superficial geology beneath the majority of the Site comprises Alluvium - clay, silty, peaty, sandy deposits. A small area to the west and north is underlain with River Terrace Deposits comprising clay and silt. Environment Agency groundwater maps show that the superficial deposits at the Site are designated as Secondary Undifferentiated. This is assigned in cases where it has not been possible to attribute either category A or B to a rock type. In most cases, this means that the layer in question has previously been designated as both minor and non-aquifer in different locations due to the variable characteristics of the rock type.

The Site is underlain by a bedrock geology comprising clay and silt of the London Clay Formation overlying Upper Chalk base rock. Environment Agency groundwater maps show that the London Clay beneath the Site is designated as a non-aquifer. Non-aquifers are described as formations which are generally regarded as containing insignificant quantities of groundwater and are therefore unimportant for abstraction or supplying base flow to rivers. The Upper Chalk is designated a Principal Aquifer. These are layers of rock or drift deposits that have high intergranular and/or fracture permeability - meaning they usually provide a high level of water storage. They may support water supply and/or river base flow on a strategic scale.

Section 15 of the 2009 Damhead Creek 2 Environmental Statement13 reports “groundwater was observed under Area 1 in the Phase 2 intrusive ground investigation at depths ranging from 3.0 to 9.5 m below ground level (bgl), from where the levels rose to between 1.45 m and 4.70 m bgl over a period of 20 minutes.

Groundwater was observed under Areas 2 and 3 during the Phase 2 Intrusive Site Investigation at depths between 1.62 – 7.05 m bgl during two monitoring rounds. The relatively high groundwater levels are likely to be due to the close proximity of the site to Damhead Creek, and as such, the two are most likely in hydraulic continuity. Standpipes recorded a tidal variation of approximately 0.10 m in the groundwater”.

13 Parsons Brinkerhoff (2009) Scottish Power Damhead Creek 2 Environmental Statement Volume 1


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The Site does not lie within a Groundwater Source Protection Zone.

There are no historical records of groundwater flooding in the SFRA and the PFRA states that “no historic data is available for local groundwater flood events”.

Areas Susceptible to Groundwater Flooding (AStGWF) is a strategic scale map showing groundwater flood areas on a 1 km square grid. It was developed specifically by the Environment Agency for use by LLFAs for use in PFRA as required under the Flood Risk Regulations. The AStGW map shows the site is not located in an area susceptible to groundwater flooding.

Based on this information, the risk of flooding at the Site from groundwater sources is low.

4.6 Pluvial Flooding Overland flow results from rainfall that fails to infiltrate the surface and travels over the ground surface; this is exacerbated where the permeability of the ground is low due to the type of soil and geology (such as clay soils) or urban development with impermeable surfaces.

The Site is currently undeveloped, comprising a combination of hardstanding and grassland. It is not known if the areas of hardstanding are connected to a formal drainage system, therefore it is assumed that surface water run-off from these areas drain to the surrounding local drainage ditches and grassland and the site therefore drains via natural processes, i.e. infiltration to ground.

The site of the proposed Damhead Creek 2 plant is surrounded by earth bunds to the west, south and east therefore; the site is well protected from overland surface flooding from adjacent sites and is, in effect, self-contained. Land to the east has been previously raised to above 5.3 m AOD through the artificial deposition of PFA and is higher than the surrounding land preventing surface water run-off entering the Site.

The Environment Agency published the updated Flood Maps for Surface Water (uFMfSW) in December 2013. The maps indicate areas at risk from surface water flooding, when rainwater does not drain away through the normal drainage systems or soak into the ground, but instead pools on or flows over the ground. The mapping can be viewed on the Environment Agency website. It indicates that overall the Site is considered to be a very low to low risk of surface water flooding.

The site is considered to be at very low risk of flooding from pluvial sources.

4.7 Flooding from Drainage Infrastructure Sewer and surface water flooding are often interconnected; insufficient drainage capacity in the sewer network can result in extensive surface water flooding and, by the same rationale, large volumes of surface water can overload the public sewers, causing the sewer network to back up, surcharge and ultimately flood.

No underground asset information has been received for the development Site and therefore no information is available regarding the private drainage network within the Site.

The Site currently comprises a mixture of permeable and impermeable areas and, with the exception of one private drainage pipe, it is understood that there is no formal drainage within Site Areas 1 and 3. Permeable areas will drain via natural methods (i.e. infiltration to ground) whilst surface water from the impermeable areas will run-off and drain via the permeable Site areas. Area 2 comprises hardstanding and it is assumed that this area drains to the wider surrounding industrial estate drainage system.

The 2012 Proposed Drainage Scheme Report14 states that “the Site drains into surface ditches primarily located around the Site. The ditches vary from 2.0 m to 2.5 m wide and approximately 1.5 m to 2.0 m deep”.

The 2012 Proposed Drainage Scheme Report also notes that at the southeast corner of the existing Damhead Creek power station, a discharge pipe is located below the earth bund/headwall discharging process waste and surface runoff into Damhead Creek/ River Medway from the existing Damhead Creek power station. 14 ScottishPower (2012) Damhead Creek 2 Power Station Proposed Drainage Scheme Report


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There are no historical records of flooding from drainage infrastructure in the Medway SFRA and historical flood records based on postcode data provided by Southern Water to inform the PFRA indicate no drainage infrastructure flooding at or near the Site or in the wider area.

Based on this information the risk of flooding from drainage infrastructure is considered to be low.


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5. Climate Change 5.1 Context Environment Agency climate change guidance for the NPPF15 indicates that climate change is likely to have an impact on river flows, sea levels, rainfall intensity, wave height and wind speed. Therefore, the risk of flooding is likely to increase in the future and precautionary climate sensitivity ranges from the Environment Agency guidance are shown below in Table 5.1.

Table 5.1 Recommended Contingency Allowances for Climate Change

Parameter 1990 - 2025 2025 - 2055 2055 - 2085 2085 - 2115

Peak rainfall intensity +5% +10% +20% +30%

Peak river flow +10% +20%

Net sea level rise (East of England, East Midlands, London, SE England (south of Flamborough Head))

4.0 mm 8.5 mm 12 mm 15 mm

Extreme Wave Height +5% +10%

The outputs of the UK Climate Projections (UKCP09)16 climate change scenarios are indicative of a shift towards wetter winters over the whole of England by as much as 20% by the 2050s (Murphy et al., 2009). Shifts in seasonal patterns of rainfall are also expected, with summer and autumn becoming much drier than at present. Snowfall amounts are anticipated to decrease significantly throughout the UK, but the number of rain-days and the average intensity of rainfall are expected to increase.

5.2 Tidal Flooding The impact of climate change on flood levels within the Site for the years 2070 and 2115 are presented in Table 4.1 and Table 4.2. The operational life time of the development will be of the order of 35 years therefore a climate change horizon of 2070 has been used to assess the impact of climate change on the Proposed Development.

Based on the predictions of the tidal modelling of the North Kent Coast, the data in Table 4.2 indicates that the risk of fluvial flooding to the Site as a result of climate change will increase. Table 4.2 shows grid cells 2, 5, 8 and 9 (Areas 1 and 2) are flooded to a maximum level of approximately 5.3m AOD (Grid Cell 2). However, the general area within which the site lies is protected by primary sea defences with a crest elevation of 5.7 m AOD or higher and in addition to the primary sea defences, the Site is protected by secondary bunds adjacent to the site, with a crest elevation of circa 5.6 m AOD, therefore the impact of climate change is not expected to impact the Site over the lifetime of the development.

The Site is located within the Medway Estuary and Swale Shoreline Management Plan17 Policy Unit E4-03 Kingsnorth Power Station where the proposed policy approach over the next 100 years is to hold the line and to continue to protect the area and improve the defences that protect existing development.

It is considered that the existing defences will be maintained to an appropriate standard to keep providing protection to the area.

15 Environment Agency (2013) Climate change allowances for planners, September 2013 16 Defra (2009) UK Climate Projections (UKCP09) Briefing Summary 17 Halcrow (2010) Medway Estuary and Swale Shoreline Management Plan


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5.3 Fluvial Flooding There is no data available for the drainage pipe and ditch within the Site boundary that demonstrate the potential effects of climate change; however, Table 5.1 indicates fluvial peak flows may increase by up to 20% over the lifetime of the development.

The Proposed Development is classed as at low risk of flooding from fluvial sources and it is considered unlikely that any change to the magnitude of fluvial flooding will present a significant hazard to the Proposed Development.

5.4 Groundwater The predicted increase in the wetness of winters and the intensity of storm events could impact the groundwater level fluctuations at the Site and possibly increase the level of the water table. As the likelihood of groundwater emergence under the climate change scenario is likely to increase, the potential for groundwater flooding to impact infrastructure will also increase.

The Proposed Development is classed as at low risk of flooding from groundwater sources and it is considered unlikely that any change in groundwater levels will present a significant hazard to the Proposed Development.

5.5 Sewers It is difficult to predict precisely the impact of climate change on sewer flooding; however, the anticipated increase in rainfall intensity may cause greater volumes of rainfall to enter the foul/ combined and surface water sewer network during storm events.

AECOM does not anticipate that the risk from the wider sewer system would increase significantly to the point that it would pose a risk to the Site from the wider area; therefore the risk of sewer flooding will remain low.

5.6 Surface Water Run-off Generation and Overland Flow An increase in rainfall intensity will increase surface water runoff rates and volumes, however, as indicated in Section 4.6 the risk from this source of flooding is considered to be very low to low.

Climate change must be taken into account when considering surface water runoff generated by development sites. This is usually represented by increasing the peak rainfall intensities. An increase in intensity will increase surface water runoff rates and volumes and therefore the design of the Site’s drainage infrastructure will need to take this into account in accordance with the guidance of the NPPF, the Environment Agency and the SFRA.


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6. Proposed Flood Risk Management Measures

6.1 Mitigation against Tidal Flooding As discussed in Section 4.2, flood defences along the River Medway protect the Site against tidal flooding (based on still water levels) for events that have a 0.5% annual probability of occurring. Since the application site is protected from flooding through extensive primary and secondary flood defences, the risk of tidal flooding is considered to be low.

The undefended modelled flood water levels in Table 4.2 suggest that the Site is at risk of being flooded to significant depths (>0.5 m) in the event of a breach in both the primary and secondary defences. Although the risk to the Site in the event of a breach is high, the probability of a breach occurring is considered to be very low.

A Flood Warning and Evacuation Plan (FWEP) will be prepared for the combined site when the Damhead Creek 2 station is built. A flood warning procedure is already in place for the existing power station to ensure those present have enough time to evacuate the site should a significant flood risk occur. A FWEP will be prepared for both the construction and operational phases of the new development.

ScottishPower currently subscribe to the Environment Agency’s Flood Warning Service in the area. If notified of a possible flood event ScottishPower shut mitigation land drainage valves are to prevent backflow flooding within the site. Areas 1 and 2 within the Site boundary sit within the ‘Tidal River Medway and Medway Estuary’ Flood Warning Area.

The Flood Warning Area has two levels of warning codes:

• Flood Alert; and

• Severe Flood Warning.

Tidal flood warnings are issued based on forecast information, and therefore the lead time provided is longer than that provided for fluvial flooding. The Environment Agency aim to issue tidal Flood Warnings a minimum of 6 hours in advance, but depending on confidence in the forecast they could be issued 24 or even 36 hours in advance.

Tidal flood warnings are triggered by a combination of forecast high water (astronomical tide level plus any additional surge), forecast wind speed, and forecast wind direction. Due to the flood defences in place, it is quite rare that Flood Warnings are issued for tides. It is more common to issue the lower-level Flood Alerts, which are issued when the Environment Agency expect wave splash and wind-blown spray to cause localised pooling of water on land but no actual flooding of properties.

The Environment Agency issues direct flood warnings using their Flood Warnings Direct system (FWD). FWD is a computerised system which issues voice messages, faxes, pager and text messages. On receipt of a ‘Flood Alert’ warning from the FWD, the occupants at the Site are made aware of the possibility of flooding and prepare for possible evacuation. The scaling down of activities at the Site at this time is also be considered. On receipt of a ‘Severe Flood Warning’, the Site would be evacuated.

6.2 Mitigation against Fluvial Flooding The Site is considered to be at low risk of fluvial flooding, therefore no mitigation has been recommended.

6.3 Mitigation against Artificial Flooding The Proposed Development site is considered to be at low risk of artificial flooding. No further mitigation measures would therefore be required to manage the risk of artificial flooding to the Proposed Development.


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6.4 Mitigation against Groundwater Flooding The Proposed Development site is considered to be at low risk of groundwater flooding. No further mitigation measures would therefore be required to manage the risk of groundwater flooding to the Proposed Development.

6.5 Mitigation against Pluvial Flooding and from Drainage Infrastructure The risk from pluvial flooding and from drainage infrastructure is considered to be low at the site and the flood risk associated with pluvial flooding, presented in Section 4.6, is likely to remain the same following redevelopment of the site.

As a precaution, flood resilience measures can be incorporated into the development to minimise the amount of damage and reduce the recovery time in the unlikely case of the site becoming inundated. AECOM recommends that during construction the opportunity be taken, where possible, to adopt flood resilient design techniques for the Proposed Development (e.g. flood sensitive equipment raised a minimum of 600 mm above surrounding ground levels etc.).


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7. Surface Water Management The NPPF requires that the new development should not increase flood risk both on the Site and in the area surrounding it. Surface water runoff should therefore not exceed the volumes already generated by the existing site and betterment should be provided where possible.

Both the NPPF and the Medway SFRA include guidance that promotes the use of SuDs within new developments.

7.1 Existing Conditions The existing site is approximately 309,000 m2 (30.9 ha) of which approximately 47,000 m2 (4.7 ha) comprises impermeable surfacing (concrete and hardstanding). The remaining site area (262,000 m2/26.2 ha) comprises grass and soft landscaping and therefore drains at greenfield rates via natural infiltration to ground. Table 7.1 provides a breakdown of the Site areas and surfacing.

Table 7-1 Site Areas and Surfacing

Area No. Permeable Area (ha) Impermeable Area (ha) Total Area (ha)

1 9.5 0.6 10.1

2 0.0 4.1 4.1

3 16.7 0.0 16.7

No formal drainage information is available for the Site but it is assumed that the small area of hardstanding within Area 1 drains to the surrounding grassed areas and therefore drains at greenfield rates. The impermeable surfacing within Area 2 drains to a private drainage system within the wider industrial estate and enters the drain that runs adjacent to the access road to the east of this area and then runs through the ScottishPower mitigation land and eventually out through the sea wall to Damhead Creek.

Existing Runoff from the Site

The Scottishpower land holding to the north, shaded purple in Figure 2-2 above, forms part of the red line boundary for the Site but will not be developed initially as part of this planning application and therefore it is assumed that surface water drainage from this area of the Site will continue to drain via existing methods. The land will be retained for future CCS plant, should it ever be required, as part of this planning application.

The grey and orange areas (26.8 ha) shown in Figure 2-2 form the main areas of development for DHC2 and comprises approximately 0.6 ha of hardstanding and 26.2 ha of grassland which drains at the greenfield run-off rate. The approximate surface water runoff from the existing impermeable area has been calculated using the Wallingford Procedure, which uses a modified version of the rational method to estimate runoff based on the nature of the ground surface (hard standing, vegetation etc.) and rainfall depth, duration and frequency information for the immediate area. A runoff coefficient of 0.85 for hard standing has been used for the impermeable area.

Existing runoff values for the existing hardstanding area in these areas is shown in Table 7-2 as a function of associated rainfall values (Table 7-3).


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Table 7-2 Approximate Surface Water Runoff Rates for the Existing Site Areas 1 and 3) (litres/second)

Storm Durations (hr)

0.25 0.5 1 2 3 5 12 24 48

1.1 30.4 19.8 12.8 8.3 6.4 4.6 2.6 1.6 1.0 2 49.6 31.2 19.5 12.1 9.1 6.4 3.4 2.2 1.5 5 74.0 45.7 27.9 17.0 12.6 8.7 4.6 2.9 1.9 10 96.4 58.7 35.5 21.3 15.7 10.7 5.6 3.5 2.2 30 143.8 85.9 50.9 29.9 21.9 14.7 7.4 4.6 2.9 50 172.6 102.2 60.0 34.9 25.4 17.0 8.5 5.2 3.2 100 220.8 129.2 74.9 43.1 31.1 20.6 10.1 6.2 3.7

100+5% 231.8 135.6 78.6 45.3 32.7 21.7 10.6 6.5 3.9 100+10% 242.9 142.1 82.4 47.4 34.2 22.7 11.2 6.8 4.1 100+20% 264.9 155.0 89.9 51.7 37.4 24.7 12.2 7.4 4.5 100+30% 287.0 167.9 97.4 56.0 40.5 26.8 13.2 8.0 4.9

Table 7-3 Rainfall Values18

Storm Durations (hr)

0.25 0.5 1 2 3 5 12 24 48

1.1 5.4 7.0 9.0 11.7 13.5 16.3 22.3 27.8 34.6 2 8.8 11.0 13.8 17.0 19.3 22.4 29.1 38.0 49.5 5 13.1 16.1 19.7 24.0 26.8 30.8 38.8 49.8 63.7 10 17.0 20.7 25.0 30.0 33.3 37.9 47.1 59.5 75.2 30 25.4 30.3 35.9 42.2 46.3 51.9 62.9 78.0 96.6 50 30.5 36.1 42.3 49.3 53.8 60.0 71.8 88.3 108.3 100 39.0 45.6 52.9 60.9 65.9 72.8 85.9 104.3 126.5

100+5% 40.9 47.9 55.5 63.9 69.2 76.4 90.2 109.5 132.8 100+10% 42.9 50.1 58.1 66.9 72.5 80.1 94.5 114.7 139.1 100+20% 46.8 54.7 63.4 73.0 79.1 87.3 103.0 125.1 151.7 100+30% 50.6 59.3 68.7 79.1 85.7 94.6 111.6 135.6 164.4

In accordance with Table 7-2, the 100 year return period storm with 15 minute duration would yield a runoff value of 220.8 l/s from a 0.6 ha impermeable area.

7.2 Policy and Stakeholder Requirements There are a number of national and regional policy requirements which need consideration in the design of any drainage strategy for this site to ensure that the development will be sustainable and can, if possible, contribute to a decreased flood risk elsewhere. These are outlined below.

National Planning Policy Framework

The NPPF requires that the new development should not increase flood risk both on the site and in the area surrounding it. Surface water runoff should therefore not exceed the volumes already generated by the existing site and betterment should be provided where possible.

18 Data from: FEH CD-ROM V3 – DDR rainfall modelling (1km2 grid cell) for the site co-ordinates


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Building Standards Regulations 2000 Part H

The Building Standards Regulations 2000 Part H19 requires that surface water runoff be preferentially discharged first to soakaway, then to surface watercourse and finally to sewer.

Environment Agency

The EA Advisory Comments sets out the requirements for surface water drainage for development sites:

1) Drainage from new developments must not increase flood risk on-site or elsewhere;

2) Runoff should not exceed that of the existing site;

3) Flooding of open spaces during the 30 year rainfall event is acceptable for short periods of time and no flooding of property should occur for the 1 in 100 year rainfall event; and,

4) Sustainable drainage techniques should be used wherever possible.

7.3 Proposed Conceptual Strategy

Restricted Surface Water Runoff Rate

Following completion of the Proposed Development, the area of impermeable surfacing within the main development area (10.4 ha DHC2 development area shaded grey in Figure 2-2) will increase from 0.6 ha to approximately 6.8 ha (worst case scenario based on the layout and associated permeable and impermeable areas as shown in Annex D) and as a consequence of this surface water run-off from the Site, if not managed, will increase. The remaining Site area will remain as permeable soft landscaping.

Consultation with Medway Council has stated that run-off from developed areas of the Site, as a rule of thumb, should be restricted to the greenfield runoff rate of approximately 7 litres per second per hectare. Based on this greenfield run-off rate the restricted surface water discharge has been calculated as follows:

• Impermeable area of 6.8 ha x 7 l/s = 47.6 l/s

Sustainable Drainage Systems

There are a number of SuDS options which could be utilised to both manage and attenuate runoff, however, consideration of site characteristics must be made to ensure that the drainage system is compatible. The NPPF and the Environment Agency encourage the use of such systems where practicable, to ensure a reduction in flood risk to the site and elsewhere, and to provide water quality benefits.

It is likely, based on ground conditions across the majority of the Site (underlaid with Alluvium) that infiltration based SuDs methods would be unsuitable, however SuDs such as storage/ attenuation basins and closed pervious paving systems should be considered.

Surface Water Attenuation Volumes

In order to limit the discharge of surface water runoff to the Greenfield runoff rate of 7 l/s/ha, surface water attenuation will be required.

A restriction rate of 47.6 l/s has been used in Micro Drainage modelling software to calculate an indicative storage volume that would be required to store surface water for rainfall events up to the 1% AEP storm event plus climate change (30%) based on a 15 minute duration rainfall event.

A storm water basin will be provided to the south east of the Proposed Development to attenuate surface water runoff from the impermeable areas to the greenfield runoff rate, similar to the storm water attenuation system used for the DHC1 power station. The attenuation storage will be sized accordingly 19 Office of the Deputy Prime Minister (2002) The Building Regulations 2000, Drainage and Water Disposal (Approved Document

H)


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to provide storage for all storms up to and including the 1% AEP (1 in 100 year) critical duration storm event plus climate change (30%) before being pumped into the Damhead Creek.

WinDes modelling software was used to estimate the total storage volumes required on Site. Detailed surface water modelling will be required as part of the detailed Site design and the figures below are provided only as an indication of the volumes likely to be required.

Table 7-4 presents the minimum and maximum storage volume results obtained.

Table 7-4 Indicative Attenuation Storage Requirements

Return Period (AEP) Minimum Storage Volume (m3)

Maximum Storage Volume (m3)

1% 2577 3506

1% + 30% climate change allowance 3591 4858

During the detailed design phase it may be possible to identify methods to decrease the total impermeable area within the built development from that assumed. For example, as a worst case scenario hardstanding has been assumed beneath the Air Cooler Condenser Unit but in practice it is likely to be gravel or stone to minimise noise from the coolers. Measures such as thisand minimising hard standing in other parts of the site will therefore decrease the volume of storm water attenuation required in the storm water basin.


Page 26

8. Off-Site and Residual Risks

8.1 Off-Site Impacts The drainage strategy provides storage for up to and including the 1% AEP storm event with a 30% allowance for climate change. This will ensure that the scheme will not increase flood risk elsewhere and should provide betterment over the existing situation. The proposed surface water drainage strategy will therefore meet with the requirements of the NPPF.

It is considered that the Proposed Development will not result in any significant offsite flood risk impacts.

8.2 Residual Risks There is a residual risk of flooding from a breach in the tidal flood defences. The Site is protected by both primary sea defences and secondary earth embankments and it would take a breach of both the primary and secondary defences to cause inundation into the site. The probability of this occurring is very low due to regular inspection of the defences to ensure that they remain fit for purpose.

A further residual risk to the Site is from the surface water management scheme; this may be due to exceedance of the design event and/or failure of the drainage system. The proposed drainage strategy provides storage for up to and including the 1% AEP storm event with a 30% allowance for climate change however, if a storm event was to occur that exceeds this capacity (e.g. 0.66% and 0.5% AEP return period rainfall events) flooding from the drainage system may occur.

Regular maintenance of the drainage system should be undertaken to ensure that the system continues to perform as designed. ScottishPower will adopt the SUDS features once operational and it will be the responsibility of ScottishPower to make sure that the SUDS features are regularly inspected and maintained to ensure their design standard is not compromised over the lifetime of the development.

To manage the risk from exceedance flows, the drainage design will need to follow such guidance as CIRIA C63520 to provide flow paths such that any overland flow is directed away from impacting the proposed development.

20 Balmforth D, Digman C, Kellagher R, Butler D (2006), Designing for Exceedance in Urban drainage – Good practice, (CIRIA

635)


Page 27

9. Conclusions

The following conclusions can be made with regards to flood risk to the Site and as a result of the Proposed Development:

• The Environment Agency Flood Zone mapping identifies the Site to be located within Flood Zone 2 and Flood Zone 3, which equates to a medium to high risk of tidal flooding;

• The Site is afforded protection by primary and secondary tidal flood defences up to the 0.1% AEP flood event, as can be seen in the Environment Agency mapping. Therefore the actual risk of flooding from tidal sources is considered to be low;

• There is a residual risk of flooding from a breach in the tidal flood defences. Despite this, the likelihood of a breach occurring in both the primary and secondary flood defences during the same flood event is very low due to regular inspection of the defences to ensure that they remain fit for purpose and maintenance by the riparian owners;

• The risk of fluvial flooding from the drainage ditch within the Site and adjacent to the southern Site boundary is considered to be low;

• Based on the predictions of the tidal modelling of the North Kent Coast, the risk of fluvial flooding to the Site as a result of climate change will increase. However, the general area within which the site lies is protected by primary sea defences with a crest elevation of 5.7 m AOD or higher and in addition to the primary sea defences, the Site is protected by secondary bunds adjacent to the site, with a crest elevation of circa 5.6 m AOD, therefore the impact of climate change is not expected to impact the Site over the lifetime of the development (approximately 35 years).

• The risk of flooding from groundwater is considered to be low;

• The Site is considered to be at low risk of flooding from sewers;

• The Site is at low risk of flooding from artificial sources;

• The Site is at low risk of flooding from surface water.

• A conceptual surface water drainage strategy is included within this FRA to support the application and this incorporates suitable SUDS. Surface water runoff from hardstanding areas within the development area will be limited to a greenfield runoff rate of 7 l/s/ha;

• Areas within the Site that remain as permeable soft landscaping (grassland etc.) will continue to drain at the greenfield rate as the existing scenario;

• The required surface water attenuation could be provided via a storm water basin located to the south east of the Site although this will be confirmed at the detailed design stage. Attenuation storage will be provided up to the 1% AEP + 30% climate change and will be pumped to Damhead Creek and/ or local drainage ditches internal to the Site at the restricted rate of 47.6 l/s (or less). The actual discharge rate will be determined during final design and agreed as part of the Environmental Permit for the facility;

• The residual risk posed to the Proposed Development will be managed by a combination of the following measures:

− subscription to the Environment Agency Flood Warnings Direct Service; − flood resilience measures (being measures that minimise damage and reduce the recovery

time following a flood) will be incorporated, where possible, to adopt flood resilient design techniques for the Proposed Development (e.g. flood sensitive equipment raised a minimum of 600 mm above surrounding ground levels etc.);


Page 28

− flood-proofing or flood resistance (being measures to exclude water from specific compartments, plant or other equipment that would otherwise be sensitive to flooding, but which cannot be placed above the level of an anticipated flood); and

− a Flood warning and Evacuation Plan (FWEP) will be extended to include the new development. The FWEP will include details of evacuation procedures to be implemented if the risk of a breach is considered high, identify evacuation routes and provision of safe refuge in the event staff are unable to be safely evacuated, and will consider both construction and operational phases.

• The proposed development is a variation to an existing consent and is located on a brownfield site owned by the applicant, which is located within an area identified for employment in the Medway Local Plan. The proposed power station use is classed as ‘Essential Infrastructure’ in line with NPPF, which is considered appropriate within Flood Zone 3; therefore it is considered that the Propose Development passes the Sequential Test.

• It is considered that the Proposed Development will provide the local area and region with wider socio-economic benefits (employment of local people and sourcing of local goods, services and contractors, and indirect employment benefits etc.) and also provides electricity generation that strengthens the local and regional grid network, which, in turn, underpins the development of other services within the south east region. It is therefore considered that the Proposed Development passes the Exception Test

This FRA provides the evidence and serves to demonstrate that the Proposed Development will remain safe during its lifetime, will not increase flood risk and is, therefore, considered to be acceptable in flood risk terms.


Page 29

Limitations

AECOM Infrastructure & Environment UK Limited (hereafter referred to as AECOM, formerly known as URS) has prepared this Report for the sole use of ScottishPower DCL Limited (“Client”) in accordance with the Agreement under which our services were performed. No other warranty, expressed or implied, is made as to the professional advice included in this Report or any other services provided by AECOM. This Report is confidential and may not be disclosed by the Client nor relied upon by any other party without the prior and express written agreement of AECOM.

The conclusions and recommendations contained in this Report are based upon information provided by others and upon the assumption that all relevant information has been provided by those parties from whom it has been requested and that such information is accurate. Information obtained by AECOM has not been independently verified by AECOM, unless otherwise stated in the Report.

The methodology adopted and the sources of information used by AECOM in providing its services are outlined in this Report. The work described in this Report was undertaken between October 2014 and December 2015 and is based on the conditions encountered and the information available during the said period of time. The scope of this Report and the services are accordingly factually limited by these circumstances.

Where assessments of works or costs identified in this Report are made, such assessments are based upon the information available at the time and where appropriate are subject to further investigations or information which may become available.

AECOM disclaim any undertaking or obligation to advise any person of any change in any matter affecting the Report, which may come or be brought to AECOM’s attention after the date of the Report.

Certain statements made in the Report that are not historical facts may constitute estimates, projections or other forward-looking statements and even though they are based on reasonable assumptions as of the date of the Report, such forward-looking statements by their nature involve risks and uncertainties that could cause actual results to differ materially from the results predicted. AECOM specifically does not guarantee or warrant any estimate or projections contained in this Report.

Where field investigations are carried out, these have been restricted to a level of detail required to meet the stated objectives of the services. The results of any measurements taken may vary spatially or with time and further confirmatory measurements should be made after any significant delay in issuing this Report.

Copyright

© This Report is the copyright of AECOM Infrastructure & Environment UK Limited, a wholly owned subsidiary of AECOM. Any unauthorised reproduction or usage by any person other than the addressee is strictly prohibited


Page 30

Annex A – Data Consultation

Orchard House, Endeavour Park, London Road, Addington, West Malling, Kent, ME19 5SH. Email: [email protected]

Product 4 (Detailed Flood Risk) for: Damhead Creek Requested by: Joanne Somerton - AECOM Reference: KSL151124/KR58 Date: 11 December 2015 Contents

• Flood Map Confirmation • Flood Map Extract • Model Output Data • Data Point Location Map • Modelled Flood Outlines Map • Defence Details • Historic Flood Data • Historic Flood Event Map • Additional Data • Environment Agency Standard Notice

The information provided is based on the best data available as of the date of this letter. You may feel it is appropriate to contact our office at regular intervals, to check whether any amendments/ improvements have been made to the data for this location. Should you re-contact us after a period of time, please quote the above reference in order to help us deal with your query. This information is provided subject to the enclosed notice which you should read.


Flood Map Confirmation The Flood Map: Our Flood Map shows the natural floodplain for areas at risk from river and tidal flooding. The floodplain is specifically mapped ignoring the presence and effect of defences. Although flood defences reduce the risk of flooding they cannot completely remove that risk as they may be over topped or breached during a flood event. The Flood Map indicates areas with a 1% (0.5% in tidal areas), Annual Exceedance Probability (AEP) - the probability of a flood of a particular magnitude, or greater, occurring in any given year, and a 0.1% AEP of flooding from rivers and/or the sea in any given year. The map also shows the location of some flood defences and the areas that benefit from them. The Flood Map is intended to act as a guide to indicate the potential risk of flooding. When producing it we use the best data available to us at the time, taking into account historic flooding and local knowledge. The Flood Map is updated on a quarterly basis to account for any amendments required. These amendments are then displayed on the internet at www.gov.uk/prepare-for-a-flood. At this Site: The Flood Map shows that this site lies within the outline of the 0.5% chance of flooding in any given year from the sea. Enclosed is an extract of our Flood Map which shows this information for your area. Method of production The Flood Map at this location has been derived using detailed tidal modelling of the North Kent Coast, completed in August 2013.

https://www.gov.uk/prepare-for-a-flood

© Environment Agency Copyright and/or database rights 2015. All rights reserved. © Crown copyright and database rights 2015.All rights reserved. Ordnance Survey licence number 100026380.Contact us: National Customer Contact Centre, PO Box 544, Rotherham, S60 1BY. Tel: 03708 506 506. Email:[email protected]

0 250 500

Meters

Scale 1:10,000

¯Legend

Main RiversFlood DefencesAreas Benefiting From Flood DefenceFlood Zone 3Flood Zone 2

Flood Map Centred on Damhead CreekCreated 11 December 2015 (Ref KSL151124/KR58)


Model Output Data You have requested flood levels for various return periods at this location. The modelled flood levels for the closest most appropriate model grid cells, any additional information you may need to know about the modelling from which they are derived and/or any specific use or health warning for their use are set out below. Using a 2D TuFLOW model the floodplain has been represented as a grid. The flood water levels have been calculated for each grid cell. A map showing the location of the points from which the data is taken is enclosed. Please note you should read the notice enclosed for your specific use rights. Table 1: Defended Modelled Tidal Flood levels for Annual Exceedance Probability shown in mAOD

Node Location ID

Modelled Tidal Flood levels for Annual Exceedance Probability shown in mAOD

National Grid Ref Defended

Easting Northing 5% AEP 2012 0.5% AEP 2012 0.5% AEP 2070 0.5% AEP 2115 0.1% AEP (2012)

1 580919 173228 0.00 0.00 0.00 5.95 0.00 2 581078 173165 0.00 0.00 5.04 5.95 0.00 3 581376 173102 0.00 0.00 0.00 0.00 0.00 4 581618 172993 0.00 0.00 0.00 0.00 0.00 5 581138 172933 0.00 0.00 4.73 6.03 0.00 6 581370 172907 0.00 0.00 0.00 0.00 0.00 7 581525 172834 0.00 0.00 0.00 0.00 0.00 8 581151 172755 0.00 0.00 4.73 6.02 0.00 8 581356 172751 0.00 0.00 4.73 6.02 0.00


Table 2: Undefended Modelled Tidal Flood levels for Annual Exceedance Probability shown in mAOD

Node Location ID Modelled Tidal Flood levels for Annual Exceedance Probability shown in mAOD

National Grid Ref Undefended Easting Northing 5% AEP 2012 0.5% AEP 2012 0.5% AEP 2070 0.5% AEP 2115 0.1% AEP 2012

1 580919 173228 0.00 0.00 0.00 5.97 0.00 2 581078 173165 0.00 4.91 5.35 5.97 5.29 3 581376 173102 0.00 0.00 0.00 0.00 0.00 4 581618 172993 0.00 0.00 0.00 0.00 0.00 5 581138 172933 4.44 4.94 5.35 5.99 5.31 6 581370 172907 0.00 0.00 0.00 0.00 0.00 7 581525 172834 0.00 0.00 0.00 0.00 0.00 8 581151 172755 4.44 4.92 5.35 5.99 5.30 8 581356 172751 4.44 4.92 5.35 5.99 5.30

Data taken from North Kent Coast Modelling and Mapping Study, completed by JBA Consulting, in August 2013. There are no health warnings or additional information for these levels or the model from which they were produced.

987

654

32

1


0 250 500

Meters

Scale 1:10,000

¯Legend

NodeLocationsMain Rivers

Modelled Node Locations Centred on Damhead CreekCreated 11 December 2015 (Ref KSL151124/KR58)


0 250 500

Meters

Scale 1:10,000

Annual Exceedance Probability (AEP) The probability of a flood

of a particular magnitude, or greater occuring in any given

year.

¯Legend

Main Rivers5% AEP (2012)0.1% AEP (2012)

Defended Modelled Tidal Flood Outlines Centred on Damhead CreekCreated 11 December 2015 (Ref KSL151124/KR58)


0 250 500

Meters

Scale 1:10,000



year.

¯Legend

Main Rivers0.5% AEP (2012)0.5% AEP (2070)0.5% AEP (2115)

Defended Modelled Tidal Flood Outlines Centred on Damhead CreekCreated 11 December 2015 (Ref KSL151124/KR58)


0 250 500

Meters

Scale 1:10,000



year.

¯Legend

Main Rivers5% AEP (2012)0.1% AEP (2012)

Undefended Modelled Tidal Flood Outlines Centred on Damhead CreekCreated 11 December 2015 (Ref KSL151124/KR58)


0 250 500

Meters

Scale 1:10,000



year.

¯Legend

Main Rivers0.5% AEP (2012)0.5% AEP (2070)0.5% AEP (2115)

Undefended Modelled Tidal Flood Outlines Centred on Damhead CreekCreated 11 December 2015 (Ref KSL151124/KR58)


Defence Details The site is currently defended to a 1 in 1000 year standard of protection. Defences are comprised of raised earth embankments and concrete sea walls. The Environment Agency does not currently have any planned improvement works to the defences in this area.


Historic Flood Data We hold records of historic flood events from rivers and the sea. Information on the floods that may have affected the area local to your site are provided on the enclosed map (if relevant). Flood Event Data Please note that our records are not comprehensive. We would therefore advise that you make further enquiries locally with specific reference to flooding at this location. You should consider contacting the relevant Local Planning Authority and/or water/sewerage undertaker for the area. We map flooding to land, not individual properties. Our historic flood event record outlines are an indication of the geographical extent of an observed flood event. Our historic flood event outlines do not give any indication of flood levels for individual properties. They also do not imply that any property within the outline has flooded internally. Please be aware that flooding can come from different sources. Examples of these are: - from rivers or the sea; - surface water (i.e. rainwater flowing over or accumulating on the ground before it is able to enter rivers or the drainage system); - overflowing or backing up of sewer or drainage systems which have been overwhelmed, - groundwater rising up from underground aquifers Currently the Environment Agency can only supply flood risk data relating to the chance of flooding from rivers or the sea. However you should be aware that in recent years, there has been an increase in flood damage caused by surface water flooding or drainage systems that have been overwhelmed.


0 250 500

Meters

Scale 1:10,000

¯Legend

Main RiversFeb 1953

Historic Flood Outlines Centred on Damhead CreekCreated 11 December 2015 (Ref KSL151124/KR58)


Additional Information Use of Environment Agency Information for Flood Risk / Flood Consequence Assessments Depending on the enquiry, we may also provide advice on other issues related to our responsibilities including flooding, waste, land contamination, water quality, biodiversity, navigation, pollution, water resources, foul drainage or Environmental Impact Assessment. In England, you should refer to the Environment Agency’s Flood Risk Standing Advice, the technical guidance to the National Planning Policy Framework and the existing PPS25 Practice Guide for information about what flood risk assessment is needed for new development in the different Flood Zones. These documents can be accessed via: https://www.gov.uk/government/publications/flood-risk-standing-advice-for-local-planning-authorities-frsa http://planningguidance.planningportal.gov.uk/ You should also consult the Strategic Flood Risk Assessment produced by your local planning authority. You should note that:

1. Information supplied by the Environment Agency may be used to assist in producing a Flood Risk / Consequence Assessment (FRA /

FCA) where one is required, but does not constitute such an assessment on its own.

2. This information covers flood risk from main rivers and the sea, and you will need to consider other potential sources of flooding, such as groundwater or overland runoff. The information produced by the local planning authority referred to above may assist here.

3. Where a planning application requires a FRA / FCA and this is not submitted or deficient, the Environment Agency may well raise an

objection.

4. For more significant proposals in higher flood risk areas, we would be pleased to discuss details with you ahead of making any planning application, and you should also discuss the matter with your local planning authority.

https://www.gov.uk/government/publications/flood-risk-standing-advice-for-local-planning-authorities-frsa

http://planningguidance.planningportal.gov.uk/


Surface Water We have provided two national Surface Water maps, under our Strategic Overview for flooding, to your Lead Local Flood Authority – Medway Council, who are responsible for local flood risk (i.e. surface runoff, ground water and ordinary watercourse), which alongside their existing local information will help them in determining what best represents surface water flood risk in your area. Medway Council have reviewed these and determined what it believes best represents surface water flood risk. You should therefore contact this authority so they can provide you with the most up to date information about surface water flood risk in your area. You may also wish to consider contacting the appropriate relevant Local Planning Authority and/or water/sewerage undertaker for the area. They may be able to provide some knowledge on the risk of flooding from other sources. We are working with these organisations to improve knowledge and understanding of surface water flooding.


Standard Notice [not for use with Special Data, Personal Data or unlicensed 3rd

party rights]

Information warning We (The Environment Agency) do not promise that the Information supplied to You will always be accurate, free from viruses and other malicious or damaging code (if electronic), complete or up to date or that the Information will provide any particular facilities or functions or be suitable for any particular purpose. You must ensure that the Information meets your needs and are entirely responsible for the consequences of using the Information. Please also note any specific information warning or guidance supplied to you. Permitted use The Information is protected by intellectual property rights and whilst you have certain statutory rights which include the right to read the Information, you are granted no additional use rights whatsoever unless you agree to the licence set out below. Commercial use is subject to payment of a £50 licence fee (+VAT) for each person seeking the benefit of the licence, except for use as an Environment Agency contractor or for approved media use. To activate this licence you do not need to contact us (unless you need to pay us a Commercial licence fee) but if you make any use in excess of your statutory rights you are deemed to accept the terms below. Licence We grant you a worldwide, royalty-free, perpetual, non-exclusive licence to use the Information subject to the conditions below. You are free to: You must (where you do any of the above): These are important conditions and if you fail to comply with them the rights granted to you under this licence, or any similar licence granted by us will end automatically. No warranty The Information is licensed ‘as is’ and We exclude all representations, warranties, obligations and liabilities in relation to the Information to the maximum extent permitted by law. We are not liable for any errors or omissions in the Information and shall not be liable for any loss, injury or damage of any kind caused by its use. We do not guarantee the continued supply of the Information. Governing Law This licence is governed by the laws of England and Wales. Definitions + “Information” means: the information that is protected by copyright or by database right (for example, literary and artistic works, content, data and source code) offered for use under the terms of this licence. + “Commercial” means:

- offering a product or service containing the Information, or any adaptation of it, for a charge, or - Internal Use for any purpose, or offering a product or service based on the Information for indirect

commercial advantage, by an organisation that is primarily engaged in trade, commerce or a profession

acknowledge the source of the Information by including the following attribution statement: “Contains Environment Agency information © Environment Agency and database right” ensure that you do not use the Information in a way that suggests any official status or that We endorse you or your use of the Information ensure that you do not mislead others or misrepresent the Information or its source or use the Information in a way that is detrimental to the environment, including the risk of reduced future enhancement ensure that your use of the Information does not breach the Data Protection Act 1998 or the Privacy and Electronic Communications (EC Directive) Regulations 2003

copy, publish, distribute and transmit the Information adapt the Information exploit the Information commercially, for example, by combining it with other Information, or by including it in your own product or application

1

Somerton, Joanne

From: mumby, priscilla <[email protected]>

Sent: 11 January 2016 10:43

To: Somerton, Joanne

Cc: Mike Watson

Subject: RE: Email Enquiry - Land near Damhead Creek - Flood Risk Assessment

Joanne,

Do you have any more information regarding the proposed development? Size, type, etc. I assume it’s industrial. I

believe there is a site wide drainage strategy for the area – the case officer should be able to advise further on this

as it will be attached to the outline application.

A general rule of thumb here would be to attenuate discharges to ditches to the greenfield runoff rate (7 litres per

second per hectare). Most of the ditches here are under the remit of the Lower Medway Internal Drainage Board

(Clerk and Engineer is Mike Watson, Cc’d). They will also review any planning application for the area and advise of

any additional requirements, but we’d need a more detailed location plan to ascertain which ditches would be

impacted. Consent under the Land Drainage Act 1991 will likely be required for any works to the

ditches/connections/outfalls.

We’d recommend rainwater harvesting where possible to deal with water at source and limit the impact on the

ditch network. I’m not aware of any local drainage issues but Mike may be able to advise further.

Best regards,

Priscilla

Priscilla Mumby Flood, Drainage & Special Projects Officer

Tel: 01634 331420

Fax: 01634 332862 E-mail: [email protected]

From: Somerton, Joanne [mailto:[email protected]]

Sent: 08 January 2016 16:16 To: mumby, priscilla

Subject: RE: Email Enquiry - Land near Damhead Creek - Flood Risk Assessment Importance: High

Priscilla

Please see the string of emails below. We are looking to submit the report in the next week or so and are still

awaiting a response from the Council

Kind Regards

Jo Somerton MSc BSc (Hons) Senior Flood Risk Consultant, Flood and Water Management DD: +44 (0)113 204 5028 Mob: +44(0)7917 503 650 [email protected]


Page 31

Annex B – Topographic Survey

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2.5

2.0

2.0

2.0

2.0

2.0

6

.

5

6

.

5

6

.

5

6.5

6

.

5

6

.

5

6

.

5

6

.

5

6

.

5

6

.

5

6.5

6

.

5

6

.

5

6

.

5

6

.

5

6

.

5

6

.

5

6

.

5

6

.

5

6

.

5

6

.

5

6

.

5

7

.

0

6

.

0

6.0

6

.

5

6

.

5

7

.

0

7

.

5

2

.

5

2

.

5

2

.

5

4

.

0

4.0

4.0

4

.

0

4

.

0

4

.

0

4

.

0

4

.

0

4.0

4

.

0

4

.

0

6.5

6.5

6.5

6

.

0

6.0

6

.

0

6.0

6.0

6.0

2

.

5

2

.

5

2

.

5

2

.

5

3.0

2

.

5

3

.

0

3

.

0

2.5

3.0

EGL 3090

4.048

EGL 3089

3.955

EGL 3088

3.925

EGL 3087

4.006

EGL 3086

4.039

EGL 3085

3.931

EGL 3084

3.915

EGL 3083

3.946

EGL 3082

4.007

EGL 3081

4.066

EGL 3080

4.031

EGL 3079

4.048

EGL 3078

4.015

EGL 3077

3.999

EGL 3076

4.114

WT 10

4.034

EGL 3075

2.337

EGL 3074

2.010

EGL 3073

1.957

EGL 3072

2.028

EGL 3071

1.894

EGL 3070

1.867

EGL 3069

2.052

EGL 3068

1.950

EGL 3067

2.014

EGL 3066

2.121

EGL 3065

2.041

EGL 3064

2.066

EGL 3063

2.167

EGL 3062

2.153

EGL 3061

2.139

EGL 3060

2.036

EGL 3059

2.140

EGL 3058

2.314

EGL 3057

2.390

EGL 3056

2.425

EGL 3055

2.407

EGL 3054

2.522

EGL 3053

2.710

EGL 3052

2.754

EGL 3051

2.854

EGL 3050

3.726

EGL 3049

3.554

EGL 3048

3.475

EGL 3047

3.359

EGL 3046

3.210

EGL 3045

3.184

EGL 3044

3.050

EGL 3043

3.027

EGL 3042

2.854

EGL 3041

2.840

EGL 3040

2.907

EGL 3039

2.821

EGL 3038

2.894

EGL 3037

2.947

EGL 3036

2.932

EGL 3035

2.825

EGL 3034

2.854

EGL 3033

2.799

EGL 3032

2.781

EGL 3031

2.872

EGL 3030

2.731

EGL 3029

2.819

EGL 3028

2.587

EGL 3027

2.730

EGL 3026

2.916

EGL 3025

2.783

EGL 3024

2.788

EGL 3023

2.829

EGL 3022

3.014

EGL 3021

3.112

EGL 3020

3.361

EGL 3019

3.574

EGL 3018

3.704

EGL 3017

3.684

EGL 3016

3.522

EGL 3015

3.571

EGL 3014

3.346

EGL 3013

3.361

EGL 3012

2.957

EGL 3011

2.873

EGL 3010

2.912

EGL 3009

3.014

EGL 3008

3.083

EGL 3007

3.188

EGL 3006

3.164

EGL 3005

3.281

EGL 3004

3.240

EGL 3003

3.202

EGL 3002

3.293

EGL 3001

3.411

MH6

3.413MH5

3.848

MH4

4.384

MH3

4.371

MH2

4.404

MH1

4.397

EGL 2216

4.194

EGL 2215

3.875

EGL 2214

3.840

EGL 2213

3.989

EGL 2212

4.163

EGL 2211

4.102

EGL 2210

4.012

EGL 2209

4.002

EGL 2208

3.814

EGL 2207

3.835

EGL 2206

3.959EGL 2205

4.093

EGL 2204

3.990

EGL 2203

4.036

EGL 2202

4.181

EGL 2201

4.045

EGL 2200

4.111

EGL 2199

4.054

EGL 2198

3.995

EGL 2197

3.838

EGL 2196

3.704

EGL 2195

3.745

EGL 2194

3.752

EGL 2193

3.802

EGL 2192

3.990

EGL 2191

4.076

EGL 2190

4.087

EGL 2189

4.143

EGL 2188

4.161

EGL 2187

4.085

EGL 2186

4.120

EGL 2185

4.257

EGL 2184

4.230

EGL 2183

4.123

EGL 2182

4.099

EGL 2181

3.945

EGL 2180

3.854

EGL 2179

3.778

EGL 2178

3.605

EGL 2177

3.525

EGL 2176

3.502

EGL 2175

3.617

EGL 2174

3.865

EGL 2173

3.946

EGL 2172

3.973

EGL 2171

4.152

EGL 2170

4.190

EGL 2169

4.206

EGL 2168

4.097

EGL 2167

4.135

EGL 2166

4.202

EGL 2165

4.135

EGL 2164

4.187

EGL 2163

4.232

EGL 2162

4.229

EGL 2161

4.093

EGL 2160

3.915

EGL 2159

3.898

EGL 2158

3.713

EGL 2157

3.703

EGL 2156

3.614

EGL 2155

3.629

EGL 2154

3.681

EGL 2153

3.734

EGL 2152

3.785

EGL 2151

3.899

EGL 2150

4.037

EGL 2149

4.115

EGL 2148

4.120

EGL 2147

4.094

EGL 2146

4.043

EGL 2145

4.040

EGL 2144

4.116

EGL 2143

4.043

EGL 2142

4.079

EGL 2141

4.119

EGL 2140

4.051

EGL 2139

3.864

EGL 2138

3.778

EGL 2137

3.716

EGL 2136

3.566

EGL 2135

3.675

EGL 2134

3.803

EGL 2133

3.964

EGL 2132

4.056

EGL 2131

4.140

EGL 2130

4.180EGL 2129

4.076EGL 2128

4.041EGL 2127

3.989

EGL 2126

4.033

EGL 2125

3.983

EGL 2124

3.988

EGL 2123

4.030

EGL 2122

3.977

EGL 2121

4.166

EGL 2120

4.128

EGL 2119

4.050

EGL 2118

3.971

EGL 2117

3.963

EGL 2116

3.870

EGL 2115

3.656

EGL 2114

3.696

EGL 2113

3.861

EGL 2112

3.958

EGL 2111

4.074

EGL 2110

4.018

EGL 2109

4.093

EGL 2108

4.086

EGL 2107

4.056

EGL 2106

4.075

EGL 2105

4.045

EGL 2104

4.027

EGL 2103

4.039

EGL 2102

4.085

EGL 2101

4.047

EGL 2100

4.041

EGL 2099

4.063

EGL 2098

3.993

EGL 2097

4.098

EGL 2096

4.120

EGL 2095

4.045

EGL 2094

3.961

EGL 2093

3.916

EGL 2092

3.949

EGL 2091

3.899

EGL 2090

3.879

EGL 2089

3.880

EGL 2088

4.048

EGL 2087

4.110

EGL 2086

4.188

EGL 2085

4.280

EGL 2084

4.233

EGL 2083

4.238

EGL 2082

4.142

EGL 2081

4.138

EGL 2080

4.157

EGL 2079

4.004

EGL 2078

4.098

EGL 2077

4.147

EGL 2076

4.211

EGL 2075

4.273

EGL 2074

4.248

EGL 2073

4.194

EGL 2072

4.134

EGL 2071

4.005

EGL 2070

3.974

EGL 2069

3.980

EGL 2068

3.975

EGL 2067

3.989

EGL 2066

4.079

EGL 2065

4.171

EGL 2064

4.228

EGL 2063

4.067

EGL 2062

4.176

EGL 2061

4.136

EGL 2060

4.157

EGL 2059

4.211

EGL 2058

4.178

EGL 2057

3.976

EGL 2056

3.994

EGL 2055

4.060

EGL 2054

4.162

EGL 2053

4.181

EGL 2052

4.168

EGL 2051

4.140

EGL 2050

3.981

EGL 2049

3.919

EGL 2048

3.864

EGL 2047

3.887

EGL 2046

3.840

EGL 2045

3.833

EGL 2044

3.825

EGL 2043

3.869

EGL 2042

3.968

EGL 2041

4.044

EGL 2040

4.089

EGL 2039

4.073

EGL 2038

3.980

EGL 2037

3.945

EGL 2036

4.003

EGL 2035

4.094

EGL 2034

4.231

EGL 2033

4.005

EGL 2032

3.964

EGL 2031

4.014

EGL 2030

3.987

EGL 2029

3.893

EGL 2028

3.894

EGL 2027

3.782

EGL 2026

3.735

BH

3.722

EGL 2023

3.624

EGL 2022

3.633

EGL 2021

3.671

EGL 2020

3.331

EGL 2019

3.406

EGL 2018

3.392

EGL 2017

3.458

EGL 2016

3.616EGL 2015

3.638EGL 2014

3.733

EGL 2013

3.816

EGL 2012

3.985

EGL 2011

4.030

EGL 2010

3.994

EGL 2009

4.211

EGL 2008

3.717

EGL 2007

3.446

EGL 2006

3.404

EGL 2005

3.332

EGL 2004

3.221

EGL 2003

3.137

EGL 2002

3.054

EGL 2001

3.015

EGL 2000

3.116

PF 1046

2.805

PF 1045

2.758

PF 1044

2.773

PF 1043

2.755

PF 1042

2.721

PF 1041

2.731

PF 1040

2.797

PF 1039

4.360

PF 1038

4.246

PF 1037

4.175

PF 1036

4.239

PF 1035

4.131

PF 1034

4.102

PF 1033

4.106

PF 1032

4.068

PF 1031

4.032

PF 1030

4.049

PF 1029

4.062

PF 1028

4.016

PF 1027

4.069

PF 1026

4.007

PF 1025

4.279

PF 1024

4.117

PF 1023

4.093

PF 1022

4.160

PF 1021

4.186

PF 1020

4.230

PF 1019

4.299

PF 1018

4.281

PF 1017

4.026

PF 1016

4.055

PF 1015

3.822

PF 1014

3.828

PF 1013

2.966

PF 1012

2.958

PF 1011

2.859

PF 1010

2.781

PF 1009

2.717

PF 1008

2.702

PF 1007

2.619

PF 1006

2.616

PF 1005

2.638

PF 1004

2.613

PF 1003

2.709

PF 1002

2.722

PF 1001

2.703

33

5.825

STS 10

4.415

STS 9

4.022

4.462

STS 7

3.283

3.836

EGL 422

5.741

EGL 421

5.763

EGL 420

5.789

EGL 419

5.747

EGL 418

5.785

EGL 417

5.706

EGL 416

5.921

EGL 415

5.824

EGL 414

5.845

EGL 413

6.504

EGL 412

6.506

EGL 411

6.546

EGL 410

6.821

EGL 409

6.939

EGL 408

7.058

EGL 407

6.842

EGL 406

6.610

EGL 405

6.325

EGL 404

6.803

EGL 403

6.935

EGL 402

6.973

EGL 401

6.619

EGL 400

6.523

EGL 399

6.881

EGL 398

6.785

EGL 397

6.816

EGL 396

6.852

EGL 395

6.829

EGL 394

6.778

EGL 393

6.848

EGL 392

6.860

EGL 391

6.762

EGL 390

6.886

EGL 389

6.923

EGL 388

6.895

EGL 387

6.752

EGL 386

6.965

EGL 385

6.883

EGL 384

6.770

EGL 383

6.732

EGL 382

6.957

EGL 381

6.870

EGL 380

6.651

EGL 379

6.656

EGL 378

6.872

EGL 377

6.921

EGL 376

6.734

EGL 375

6.535

EGL 374

6.812

EGL 373

6.883

EGL 372

6.622

EGL 371

6.668

EGL 370

6.886

EGL 369

6.859

EGL 368

6.697

EGL 367

6.782

EGL 366

7.069

EGL 365

7.025

EGL 364

6.824

EGL 363

6.803

EGL 362

6.919

EGL 361

6.738

EGL 360

6.881

EGL 359

6.660

EGL 358

6.113

EGL 357

6.098

EGL 356

6.102

EGL 355

6.149

EGL 354

6.148

EGL 353

6.115

EGL 352

6.119

EGL 351

6.151

EGL 350

6.139

EGL 349

6.101

EGL 348

6.146

EGL 347

6.110

EGL 346

6.126

EGL 345

6.152

EGL 344

6.152

EGL 343

6.125

EGL 342

6.156

EGL 341

6.158

EGL 340

6.126

EGL 339

6.491

EGL 338

6.513

EGL 337

6.555

EGL 336

6.521

EGL 335

6.532

EGL 334

6.523

EGL 333

6.457

EGL 332

6.400

EGL 331

6.124

EGL 330

6.058

EGL 329

6.014

EGL 328

6.084

EGL 327

6.062

EGL 326

6.143

EGL 325

6.246

EGL 324

6.106

EGL 323

6.107

EGL 322

6.047

EGL 321

6.114

BH 6

-91.298

BH 5

-91.049

BH 4

-90.884

BH 3

-90.202

WT 6

6.036

WT 5

6.047

WT 4

6.172

WT 3

6.189

WT 2

6.138

BH 2

6.065

6.364

BH1

6.374

EGL 319

6.253

EGL 318

6.233

EGL 317

6.183

EGL 316

6.119

EGL 315

6.320

EGL 314

6.280

EGL 313

6.323

EGL 312

6.303

EGL 311

6.341

EGL 310

6.208

EGL 309

6.209

EGL 308

6.319

EGL 307

6.426

EGL 306

6.266

EGL 305

6.196

EGL 304

6.217

EGL 303

6.271

EGL 302

6.309

EGL 301

6.272

EGL 300

6.205

EGL 299

6.223

EGL 298

6.156

EGL 297

6.047

EGL 296

6.059

EGL 295

6.065

EGL 294

6.098

EGL 293

6.158

EGL 292

6.135

EGL 291

6.102

EGL 290

6.147

EGL 289

6.206

EGL 288

6.259

EGL 287

6.282

EGL 286

6.235

EGL 285

6.148

EGL 284

6.209

EGL 283

6.245

EGL 282

6.352

EGL 281

6.257

EGL 280

6.211

EGL 279

6.161

EGL 278

6.242

EGL 277

6.153

EGL 276

6.151

EGL 275

6.137

EGL 274

6.238

EGL 273

6.186

EGL 272

6.179

EGL 271

6.305

EGL 270

6.283

EGL 269

6.333

EGL 268

6.422

EGL 267

6.412

EGL 266

6.032

EGL 265

6.074

EGL 264

6.039

EGL 263

6.065

EGL 262

6.090

EGL 261

6.079

EGL 260

6.118

EGL 259

6.071

EGL 258

6.122

EGL 257

6.264

EGL 256

6.224

EGL 255

6.073

EGL 254

6.087

EGL 253

6.146

EGL 252

6.104

EGL 251

6.066

EGL 250

6.074

EGL 249

6.063

EGL 248

6.070

EGL 247

6.097

EGL 246

6.310

EGL 245

6.146

EGL 244

6.134

EGL 243

6.228

EGL 242

6.111

EGL 241

6.169

EGL 240

6.223

EGL 239

6.267

EGL 238

6.216

EGL 237

6.064

7.630

StkdSTS1

6.316

6.240

EGL 236

6.190

EGL 235

6.110

EGL 234

6.083

EGL 233

6.051

EGL 232

6.254

EGL 231

6.193

EGL 230

6.158

EGL 229

6.091

EGL 228

6.126

EGL 227

6.109

EGL 226

6.122

EGL 225

6.157

EGL 224

6.124

EGL 223

6.222

EGL 222

6.227

EGL 221

6.103

EGL 220

6.066

EGL 219

6.027

EGL 218

6.112

EGL 217

6.071

EGL 216

5.993

EGL 215

6.029

EGL 214

6.089

EGL 213

6.074

EGL 212

6.060

EGL 211

6.090

EGL 210

6.047

EGL 209

6.084

EGL 208

6.097

EGL 207

6.099

EGL 206

6.126

EGL 205

6.107

EGL 204

6.108

EGL 203

6.109

EGL 202

6.024

EGL 201

6.139

EGL 200

6.127

EGL 199

6.092

EGL 198

6.112

EGL 197

6.123

EGL 196

6.107

EGL 195

6.144

EGL 194

6.122

EGL 193

6.147

EGL 192

6.142

EGL 191

6.068

EGL 190

6.034

EGL 189

6.023

EGL 188

5.995

EGL 187

6.046

EGL 186

6.036

EGL 185

6.073

EGL 184

6.056

EGL 183

6.050

EGL 182

6.034

EGL 181

6.099

EGL 180

6.039

EGL 179

6.045

EGL 178

6.066

EGL 177

6.024

EGL 176

6.057

EGL 175

6.058

EGL 174

6.022

EGL 173

6.067

EGL 172

6.111

EGL 171

6.071

EGL 170

6.124

EGL 169

6.140

EGL 168

6.095

EGL 167

6.136

EGL 166

6.165

EGL 165

6.058

EGL 164

6.111

EGL 163

6.093

EGL 162

6.108

EGL 161

6.106

EGL 160

6.089

EGL 159

6.115

EGL 158

6.055

EGL 157

6.039

EGL 156

6.043

EGL 155

6.075

EGL 154

6.088

EGL 153

6.027

EGL 152

6.013

EGL 151

6.061

EGL 150

6.049

EGL 149

6.009

EGL 148

5.990

EGL 147

6.029

EGL 146

6.014

EGL 145

6.068

EGL 144

6.057

EGL 143

6.062

TPS0001

6.028

EGL 142

6.110

EGL 141

6.102

EGL 140

6.102

EGL 139

6.155

EGL 138

6.171

EGL 137

6.149

EGL 136

6.136

EGL 135

6.094

EGL 134

6.124

EGL 133

6.088

EGL 132

6.023

EGL 131

6.112

EGL 130

6.081

EGL 129

6.075

EGL 128

6.166

EGL 127

6.158

EGL 126

6.147

EGL 125

6.110

EGL 124

6.129

EGL 123

6.163

EGL 122

6.143

EGL 121

6.125

EGL 120

6.064

EGL 119

6.034

EGL 118

6.076

EGL 117

6.090

EGL 116

6.046

EGL 115

6.006

EGL 114

6.083

EGL 113

6.080

EGL 112

6.105

EGL 111

6.097

EGL 110

6.095

EGL 109

6.063

EGL 108

6.094

EGL 107

6.064

EGL 106

6.116

EGL 105

6.105

EGL 104

6.132

EGL 103

6.097

EGL 102

6.121

EGL 101

6.151

EGL 100

6.073

EGL 099

6.121

EGL 098

6.130

EGL 097

6.146

EGL 096

6.092

EGL 095

6.118

EGL 094

6.042

EGL 093

6.084

EGL 092

6.139

EGL 091

6.171

EGL 090

5.999

EGL 089

6.102

EGL 088

6.050

EGL 087

6.128

EGL 086

6.102

EGL 085

6.062

EGL 084

6.176

EGL 083

6.158

EGL 082

6.140

EGL 081

6.112

EGL 080

6.256

EGL 079

6.272

EGL 078

6.064

EGL 077

6.138

EGL 076

6.105

EGL 075

6.062

EGL 074

6.062

EGL 073

6.087

EGL 072

6.187

EGL 071

6.098

EGL 070

6.130

EGL 069

6.124

EGL 068

6.175

EGL 067

6.141

EGL 066

6.134

EGL 065

6.141

EGL 064

6.157

EGL 063

6.167

EGL 062

6.187

EGL 061

6.153

EGL 060

6.026

EGL 059

5.970

EGL 058

5.921

EGL 057

6.118

EGL 056

6.061

EGL 055

6.050

EGL 054

6.042

EGL 053

6.049

EGL 052

6.162

EGL 051

6.145

EGL 050

6.131

EGL 049

6.169

EGL 048

6.137

EGL 047

6.152

EGL 046

6.171

EGL 045

6.156

EGL 044

6.128

EGL 043

6.174

EGL 042

6.147

EGL 041

6.154

EGL 040

6.184

EGL 039

6.129

EGL 038

6.128

EGL 037

6.123

EGL 036

6.529

EGL 035

6.236

EGL 034

6.157

EGL 033

6.144

EGL 032

6.141

EGL 031

6.160

EGL 030

6.170

EGL 029

6.152

EGL 028

6.105

EGL 027

6.200

EGL 026

6.152

EGL 025

6.091

EGL 024

6.136

EGL 023

6.055

EGL 022

6.129

EGL 021

6.122

EGL 020

6.021

EGL 019

5.730

EGL 018

5.916

EGL 017

6.267

EGL 016

6.365

EGL 015

6.334

EGL 014

6.266

EGL 013

6.271

EGL 012

6.326

EGL 011

6.224

EGL 010

6.150

EGL 009

6.110

EGL 008

6.159

EGL 007

6.125

EGL 006

6.122

EGL 005

6.125

EGL 004

6.136

EGL 003

6.367

EGL 002

6.561

EGL 001

6.792

PF 19

6.925

PF 18

6.845

PF 17

6.804

PF 16

6.815

PF 15

6.670

PF 14

6.519

PF 13

6.466

PF 12

6.390

PF 11

6.397

PF 10

6.413

PF 9

6.456

PF 8

6.497

PF 7

6.477

PF 6

6.458

PF 5

6.420

PF 4

6.389

PF 3

6.338

PF 2

5.999

PF 1

5.633

NEWT 80

5.636

NEWT 79

5.746

NEWT 78

5.831

NEWT 77

5.843

NEWT 76

5.994

NEWT 75

6.217

NEWT 74

6.258

NEWT 73

6.204

NEWT 72

6.293

NEWT 71

6.225

NEWT 70

6.353

NEWT 69

6.485

NEWT 68

6.450

NEWT 67

6.796

NEWT 66

6.597

NEWT 65

6.371

NEWT 64

6.253

NEWT 63

6.273

NEWT 62

6.508

NEWT 61

6.234

NEWT 60

6.298

NEWT 59

6.610

NEWT 58

6.431

NEWT 57

6.351

NEWT 56

6.556

NEWT 55

6.291

NEWT 54

6.509

NEWT 53

6.449

NEWT 52

6.956

NEWT 51

6.790

NEWT 50

6.199

NEWT 44

6.248

NEWT 43

6.034

NEWT 42

6.055

NEWT 41

6.190

NEWT 40

6.274

NEWT 39

6.195

NEWT 38

6.159

NEWT 37

6.144

NEWT 36

6.155

NEWT 35

6.066

NEWT 34

6.067

NEWT 33

6.078

NEWT 32

6.084

NEWT 31

6.143

NEWT 30

6.182

NEWT 29

6.141

NEWT 28

6.037

NEWT 27

6.041

NEWT 26

6.107

NEWT 25

6.090

NEWT 24

6.118

NEWT 23

6.122

NEWT 22

6.082

NEWT 21

6.079

NEWT 20

6.099

NEWT 19

6.121

NEWT 18

6.043

NEWT 17

6.147

NEWT 16

6.000

NEWT 15

6.127

NEWT 14

6.079

NEWT 13

6.093

NEWT 12

6.128

NEWT 11

6.077

NEWT 10

6.095

NEWT 9

6.124

NEWT 8

6.118

NEWT 7

6.076

NEWT 6

6.073

NEWT 5

6.119

NEWT 4

6.084

NEWT 3

6.143

NEWT 2

6.419

NEWT 1

6.782

7.643

STS4

6.821

STS3

6.320

STS2

6.224

STS1

6.303

STS5

6.044

EGL 365

2.189

EGL 364

2.138

EGL 363

2.129

EGL 362

2.190

EGL 361

2.229

EGL 360

2.256

EGL 359

2.285

EGL 358

2.308

EGL 357

2.251

EGL 356

2.253

EGL 355

2.195

EGL 354

2.147

CONC 4

2.884

CONC 3

2.874

CONC 2

2.887

CONC 1

2.892

EGL 353

2.159

EGL 352

1.609

EGL 351

1.728

EGL 350

1.744

EGL 349

1.701

EGL 348

1.647

EGL 347

1.739

EGL 346

1.703

EGL 345

1.703

EGL 344

2.542

EGL 343

2.551

EGL 342

2.557

EGL 341

2.479

EGL 340

2.508

EGL 339

2.486

EGL 338

2.511

EGL 337

2.528

EGL 336

2.497

EGL 335

2.546

EGL 334

2.644

EGL 333

2.523

EGL 332

2.344

EGL 331

2.480

EGL 330

2.531

EGL 329

2.411

EGL 328

2.534

EGL 327

2.734

EGL 326

2.499

EGL 325

2.431

EGL 324

2.523

EGL 323

2.502

EGL 322

2.556

EGL 321

2.592

EGL 320

2.467

EGL 319

2.543

EGL 318

2.578

EGL 317

2.559

EGL 316

2.568

EGL 315

2.578

EGL 314

2.508

EGL 313

2.503

EGL 312

2.551

EGL 311

2.567

EGL 310

2.618

EGL 309

2.587

EGL 308

2.634

EGL 307

2.679

EGL 306

2.642

EGL 305

2.724

EGL 304

2.605

EGL 303

2.614

EGL 302

2.631

EGL 301

2.643

EGL 300

2.633

EGL 299

2.683

EGL 298

2.631

EGL 297

2.639

EGL 296

2.564

EGL 295

2.506

EGL 294

2.546EGL 293

2.673

EGL 292

2.572

EGL 291

2.606

EGL 290

2.626

EGL 289

2.672

EGL 288

2.644

EGL 287

3.046

EGL 286

2.787

EGL 285

2.608

EGL 284

2.665

EGL 283

2.652

EGL 282

2.686

EGL 281

2.655

EGL 280

2.532

EGL 279

2.618

EGL 278

2.669

EGL 277

2.699

EGL 276

2.633

EGL 275

2.652

EGL 274

2.648

EGL 273

2.634

EGL 272

2.698

EGL 271

2.601

EGL 270

2.748

EGL 269

2.899

EGL 268

2.297

EGL 267

2.582

EGL 266

2.621

EGL 265

2.835

EGL 264

2.710

EGL 263

2.673

EGL 262

2.713

EGL 261

2.713

EGL 260

2.722

EGL 259

2.655

EGL 258

2.578

EGL 257

2.601

EGL 256

2.719

EGL 255

2.598

EGL 254

2.535

EGL 253

2.510

EGL 252

2.701

EGL 251

2.507

EGL 250

2.685

EGL 249

2.568

EGL 248

2.553

EGL 247

2.625

EGL 246

2.692

EGL 245

2.636

EGL 244

2.739

EGL 243

2.729

EGL 242

2.546

EGL 241

2.702

EGL 240

2.670

EGL 239

2.821

EGL 238

2.712

EGL 237

2.641

EGL 236

2.896

EGL 235

2.847

EGL 234

2.823EGL 233

2.707

EGL 232

2.642

EGL 231

2.689

EGL 230

2.917

EGL 229

2.765

EGL 228

2.839

EGL 227

2.774

EGL 226

2.742

EGL 225

2.680

EGL 224

2.673

EGL 223

2.735

EGL 222

2.706

EGL 221

2.650

EGL 220

2.760

EGL 219

2.747

EGL 218

2.693

EGL 217

2.691

EGL 216

2.706

EGL 215

2.696

EGL 214

2.687

EGL 213

2.951

EGL 212

2.713

EGL 211

2.716

EGL 210

2.774

EGL 209

2.872

EGL 208

2.841

EGL 207

2.869

EGL 206

2.965

EGL 205

2.751

EGL 204

2.824

EGL 203

2.861

EGL 202

2.934

EGL 201

2.722

EGL 200

2.770

EGL 199

2.819

EGL 198

2.863

PAL 19

2.777

PAL 18

2.810

PAL 17

2.698

PAL 16

2.645

PAL 15

2.275

PAL 14

2.649

PAL 13

2.438

PAL 12

2.442

PAL 11

2.744

PAL 10

2.146

PAL 9

2.406

PAL 8

2.539

PAL 7

2.035

PAL 6

2.407

PAL 5

2.462

PAL 4

2.503

PAL 3

2.030

PAL 2

1.900

PAL 1

2.313

NF 95

2.302

NF 94

2.271

NF 93

1.871

NF 92

1.798

NF 91

2.287

0 (2)

4.197

MON WELL 2

3.632

MON WELL 1

2.952

BB 104

2.712

BB 103

2.528

BB 102

2.440

BB 101

2.357

BB 100

2.449

BB 99

2.347

BB 98

2.194

BB 97

2.185

BB 96

2.134

BB 95

2.059

BB 94

2.019

BB 93

2.194

BB 92

2.321

BB 91

2.298

EGL 197

2.324

EGL 196

2.405

EGL 195

2.259

EGL 194

2.286

EGL 193

2.356

EGL 192

2.431

EGL 191

2.526

EGL 190

2.463

EGL 189

2.811

EGL 188

2.597

EGL 187

2.492

EGL 186

2.563

EGL 185

2.636

EGL 184

2.602

EGL 183

2.769

EGL 182

2.691

EGL 181

2.515

EGL 180

2.474

EGL 179

2.499

EGL 178

2.552

BB 90

6.124

BB 89

6.250

BB 88

6.155

BB 87

6.276

BB 86

6.304

BB 85

6.297

BB 84

6.389

BB 83

6.464

BB 82

6.312

BB 81

6.474

BB 80

6.451

BB 79

6.455

BB 78

6.448

BB 77

6.484

BB 76

6.482

BB 75

6.428

BB 74

6.465

BB 73

6.301

BB 72

6.484

BB 71

6.359

BB 70

6.341

BB 69

6.101

BB 68

6.368

BB 67

6.181

BB 66

6.193

BB 65

6.240

BB 64

6.284

BB 63

6.207

BB 62

6.183

BB 61

6.002

BB 60

5.910

BB 59

5.852

BB 58

5.859

BB 57

5.966

BB 56

5.774

BB 55

5.851

BB 54

5.834

BB 53

5.903

BB 52

5.812

BB 51

5.781

BB 50

5.783

BB 49

5.909

BB 48

5.975

BB 47

6.148

BB 46

6.117

TB 73

6.280

TB 72

6.908

TB 71

7.151

TB 70

7.325

TB 69

7.669

TB 68

7.628

TB 67

7.715

TB 66

7.615

TB 65

7.579

TB 64

7.637

TB 63

7.300

TB 62

6.860

TB 61

6.905

TB 60

6.752

TB 59

6.282

TB 58

6.847

TB 57

6.472

TB 56

6.132

TB 55

6.183

TB 54

6.023

TB 53

5.245

TB 52

5.623

TB 51

5.843

TB 50

5.845

TB 49

6.012

TB 48

6.031

TB 47

5.970

TB 46

6.068

TB 45

6.033

TB 44

6.081

TB 43

6.175

TB 42

6.253

TB 41

6.346

TB 40

6.211

TB 39

6.068

TB 38

6.159

TB 37

6.249

TB 36

6.294

TB 35

6.329

TB 34

6.255

TB 33

6.139

TB 32

6.111

TB 31

6.271

TB 30

6.235

TB 29

6.194

TB 28

6.022

TB 27

6.075

TB 26

5.963

TB 25

6.056

TB 24

6.122

TB 23

6.133

TB 22

6.166

TB 21

6.192

TB 20

6.241

TB 19

6.257

TB 18

6.125

NF 90

2.339

NF 89

2.434

NF 88

2.498

NF 87

2.502

NF 86

2.550

NF 85

2.543

NF 84

2.427

NF 83

2.497

NF 82

2.470

NF 81

2.484

NF 80

2.524

NF 79

2.465

NF 78

2.480

NF 77

2.498

NF 76

2.604

NF 75

2.321

NF 74

2.481

NF 73

2.432

NF 72

2.454

NF 71

2.514

NF 70

2.337

NF 69

3.035

NF 68

3.267

NF 67

3.390

NF 66

3.858

NF 65

4.026

NF 64

4.102

NF 63

3.922

NF 62

3.897

NF 61

3.485

NF 60

3.562

NF 59

3.666

NF 58

2.647

NF 57

2.696

NF 56

2.418

NF 55

2.375

NF 54

2.403

NF 53

2.283

NF 52

2.476

NF 51

2.026

NF 50

1.859

NF 49

2.006

NF 48

2.398

NF 47

5.492

NF 46

6.179

NF 45

6.299

NF 44

6.350

NF 43

6.360

NF 42

6.319

NF 41

6.218

NF 40

6.268

NF 39

5.958

NF 38

6.178

EGL 177

2.970

EGL 176

2.722

EGL 175

2.614

EGL 174

2.524

EGL 173

2.540

EGL 172

2.575

EGL 171

2.538

EGL 170

2.381

EGL 169

2.438

EGL 168

2.418

EGL 167

2.254

EGL 166

2.165

EGL 165

2.145

EGL 164

2.217

EGL 163

2.221

EGL 162

2.313

EGL 161

2.430

EGL 160

2.491

EGL 159

2.500

EGL 158

2.497

EGL 157

2.334

EGL 156

2.384

EGL 155

2.399

EGL 154

2.506

EGL 153

2.661

EGL 152

2.775

EGL 151

2.721

EGL 150

2.758

EGL 149

2.696

EGL 148

2.769

EGL 147

2.837

EGL 146

2.865

EGL 145

3.036

EGL 144

3.033

EGL 143

3.050

EGL 142

2.789

EGL 141

2.637

EGL 140

2.501

EGL 139

2.553

EGL 138

2.442

EGL 137

2.197

EGL 136

2.132

EGL 135

2.026

EGL 134

2.195

EGL 133

2.597

EGL 132

2.699

EGL 131

2.689

EGL 130

2.480

EGL 129

2.487

EGL 128

2.667

EGL 127

2.744

EGL 126

2.672

EGL 125

2.626

EGL 124

2.519

EGL 123

2.139

EGL 122

2.191

EGL 121

2.109

EGL 120

2.237

EGL 119

2.442

EGL 118

2.523

EGL 117

2.504

EGL 116

2.646

EGL 115

2.824

EGL 114

3.032

EGL 113

3.063

EGL 112

3.002

EGL 111

2.970

EGL 110

2.891

EGL 109

2.648

EGL 108

2.538

EGL 107

2.514

EGL 106

2.465

EGL 105

2.354

EGL 104

2.214

EGL 103

2.142

EGL 102

2.226

EGL 101

2.269

EGL 100

2.560

EGL 99

2.786

EGL 98

2.821

EGL 97

2.840

EGL 96

2.862

EGL 95

2.808

EGL 94

2.668

EGL 93

2.366

EGL 92

2.274

EGL 91

2.353

EGL 90

2.284

EGL 89

2.282

EGL 88

2.429

EGL 87

2.420

EGL 86

2.543

EGL 85

2.485

EGL 84

2.606

EGL 83

2.869

EGL 82

2.903

EGL 81

2.919

NF 37

2.829

NF 36

2.662

NF 35

2.702

NF 34

2.800

NF 33

2.744

NF 32

2.714

NF 31

2.642

NF 30

2.699

NF 29

2.543

NF 28

2.573

NF 27

2.658

NF 26

2.640

NF 25

2.710

NF 24

2.551

NF 23

2.793

NF 22

2.706

NF 21

2.672

NF 20

2.692

0 (1)

4.158

EGL 80

2.972

EGL 79

3.013

EGL 78

2.967

EGL 77

3.049

EGL 76

3.163

EGL 75

3.249

EGL 74

3.320

EGL 73

3.265

EGL 72

3.423

EGL 71

3.383

EGL 70

3.426

EGL 69

3.546

EGL 68

3.534

EGL 67

3.679

EGL 66

3.491

EGL 65

3.414

EGL 64

3.439

EGL 63

3.444

EGL 62

3.287

EGL 61

3.217

EGL 60

3.226

EGL 59

3.177

EGL 58

3.092

EGL 57

3.102

EGL 56

3.013

EGL 55

3.044

EGL 54

3.056

EGL 53

3.100

EGL 52

2.998

EGL 51

3.029

EGL 50

3.049

EGL 49

3.231

EGL 48

3.286

EGL 47

3.309

EGL 46

3.220

EGL 45

3.339

EGL 44

3.293

EGL 43

3.301

EGL 42

3.358

EGL 41

3.371

EGL 40

3.460

EGL 39

3.498

EGL 38

3.438

EGL 37

3.332

EGL 36

3.214

EGL 35

3.163

EGL 34

3.269

EGL 33

3.245

EGL 32

3.234

EGL 31

3.259

EGL 30

3.097

EGL 29

3.186

EGL 28

2.943

EGL 27

2.971

EGL 26

3.023

EGL 25

3.026

EGL 24

3.115

EGL 23

3.094

EGL 22

3.064

EGL 21

3.179

EGL 20

3.201

EGL 19

3.276

EGL 18

3.176

EGL 17

3.242

EGL 16

3.521

EGL 15

3.521

EGL 14

3.528

EGL 13

3.497

EGL 12

3.488

EGL 11

3.513

EGL 10

3.168

EGL 9

3.073

EGL 8

3.114

EGL 7

3.079

EGL 6

3.006

EGL 5

3.031

EGL 4

3.097

EGL 3

3.181

EGL 2

3.119

EGL 1

2.936

TB 17

3.245

TB 16

3.489

TB 15

3.406

TB 14

3.450

TB 13

3.328

TB 12

3.397

TB 11

3.273

TB 10

3.318

TB 9

3.322

TB 8

3.335

TB 7

3.418

TB 6

3.200

TB 5

3.076

TB 4

3.122

TB 3

3.246

TB 2

3.284

TB 1

3.070

BB 45

1.995

BB 44

2.172

BB 43

2.396

BB 42

2.473

BB 41

2.363

BB 40

3.381

BB 39

3.289

BB 38

3.236

BB 37

3.343

BB 36

3.361

BB 35

3.326

BB 34

3.329

BB 33

3.371

BB 32

3.438

BB 31

3.309

BB 30

3.364

BB 29

3.205

BB 28

2.659

BB 27

2.682

BB 26

2.599

BB 25

2.630

BB 24

2.956

BB 23

2.965

BB 22

2.998

BB 21

3.085

BB 20

3.019

BB 19

3.044

BB 18

3.259

BB 17

3.239

BB 16

3.484

BB 15

3.445

BB 14

3.478

BB 13

3.632

BB 12

3.646

BB 11

3.519

BB 10

3.847

BB 9

3.551

BB 8

3.804

BB 7

4.127

BB 6

4.293

BB 5

4.501

BB 4

4.754

BB 3

5.124

BB 2

5.626

BB 1

5.793

NF 19

3.801

NF 18

3.638

NF 17

3.681

NF 16

3.607

NF 15

3.411

NF 14

3.341

NF 13

3.282

NF 12

3.328

NF 11

3.221

NF 10

3.174

NF 9

3.053

NF 8

3.220

NF 7

3.136

NF 6

3.132

NF 5

2.996

NF 4

2.820

NF 3

2.552

NF 2

2.591

NF 1

2.653

PF22

2.794

PF21

2.821

PF20

2.923

PF19

2.914

PF18

3.012

PF17

3.028

PF16

3.056

PF15

3.187

PF14

3.200

PF13

3.228

PF12

3.437

PF11

4.033

PF10

3.805

PF9

3.692

PF8

3.612

PF7

3.533

PF6

3.611

PF5

3.762

PF4

4.499

PF3

5.093

PF2

5.594

PF1

5.647

0

4.912

STS 10

4.415

STS 9

4.022

STS 8

4.462

STS 7

3.283

STS 6

3.836

STS 5

6.044

STS 4

6.821

STS 3

6.320

STS 2

6.224

STS 1

6.303

date:drawn:

revision no.

-

EGL 04

dwg no.job no.

SP003

Damhead Creek Power Station

Levels & labels

scale:

No scale02.02.16

date:

NR

drawn by:

drawing title:

project:

t:0872 654 0140 e: [email protected]

www.siteteamsevices.com

revision:

NOTES:

xxxx

client:


Page 32

Annex C – Plant Layout

Title:

Site/Project:

Date:

Jan 16

Client: Prepared:

DAMHEAD CREEK 2 POWER

STATION - SECTION 36

CONSENT VARIATION

PROPOSED CCGT WITH PEAKING

PLANT SCHEME

INDICATIVE LAYOUT


Page 33

Annex D – Proposed Permeable and Impermeable Site Areas

flood risk assessment damhead creek 2 power station

Documents