Land at Picknage Road/ Chishill Road Barley North ...

Land at Picknage Road/ Chishill Road Barley North Hertfordshire Residential Development Surface Water Drainage and SUDS Statement November 2016

Unit 23 The Maltings Stanstead Abbotts Hertfordshire SG12 8HG Tel 01920 871 777

www.eastp.co.uk

14b Fieldgate Lane Kenilworth

Warwickshire CV8 1BT

Tel 01926 746820

Document History

JOB NUMBER: 983

DOCUMENT REF: Barley Drainage and SUDS Statement

REVISIONS: Final 2

Revision Comments By Checked Authorised Date

Draft 1 For client comment EE PE PE 04/11/16

Final For Submission PE Client PE 28/11/16

Final 2 For Submission PE Client PE 29/11/16

Contents

1 Introduction 1

2 Policy Guidance 2 National Policy 2 District Local Plan No.2 with alterations originally adopted April 1996 2 Hertfordshire SUDs design guidance 2015 2

3 Site Description 3 Local Watercourses 3 Site Levels 3 Geology and Infiltration 3 Sewers 4 Existing Layout and Drainage 5

4 Surface Water Flood Risk 6 Historic Surface Water Incidents 6 Existing Surface Water Flood Risk 6 Mitigation Measures 6

5 Sustainable Drainage Strategy 7 Relevant SUDS Policy 7 Site-Specific SUDS 8

6 Proposed Drainage Strategy 9 Soakaways 9 Permeable Paving 9 Rainwater Harvesting 10 Maintenance of Development Drainage System 10

7 Conclusions 12

8 Appendices 13

Appendix: A Location Plan A-1 Appendix: B Development Layout B-2 Appendix: C EA Flood Map for Planning C-3 Appendix: D Topographic Survey D-4 Appendix: E Anglian Water Sewer Records E-5 Appendix: F Risk of Flooding From Surface Water F-6

Drainage and SUDS Statement

Page 1

1 Introduction

1.1 EAS has been commissioned by Bidwells to prepare a flood risk and SUDS Statement to accompany a

local plan submission for a mixed residential/ commercial development. The purpose of this plan is to

identify any potential flooding issues which could affect the site and outline appropriate methods by which

surface water from the site could be drained.

1.2 The site is located at the junction of Picknage Road and Chishill Road in the village of Barley, North

Hertfordshire and covers an area of approximately 1.4 hectares.

1.3 The grid reference for the site is 540250, 238657 and the nearest postcode is SG8 8HP. A location plan

is included as Appendix A.

1.4 The site comprises of agricultural land used presently for crop growing with two dilapidated barns and

hardstanding situated in the south of the site. The site is broadly rectangular with most the site frontage

facing on to Picknage Road.

1.5 The proposed scheme will be for 12 residential units organised in a linear arrangement with an access

road running parallel to Picknage Road. A shop will be situated towards the north of the site with parking.

The proposed development plan is included in Appendix B.

1.6 The contents of this SUDS Statement are based on the advice set out in The National Planning Policy

Framework (NPPF) and the Technical Guidance to the NPPF, published March 2012, and the Planning

Practice Guidance (PPG), published March 2014.

1.7 This report is based on the following data: Environment Agency Flood Maps; BGS geological information;

OS mapping and LLFA flooding information


Page 2

2 Policy Guidance

National Policy

2.1 The contents of this FRA are based on the advice set out in The National Planning Policy Framework

(NPPF) published March 2012 and the Planning Practice Guidance (PPG), published March 2014.

2.2 The Planning Practice Guidance NPPF Table 1 (Paragraph 065) defines each Flood Zone along with

appropriate land use and FRA requirements. The flood risk zones are defined as follows:

Flood Zone 1 – This zone comprises land assessed as having a less than 1 in 1,000 annual probability of river flooding (<0.1%).

Flood Zone 2 – This zone comprises land assessed as having between a 1 in 100 and 1 in 1,000 annual probability of river flooding.

Flood Zone 3a – This zone comprises land assessed as having a 1 in 100 or greater annual probability of river flooding (>1%), and for tidal flooding at least a 0.5% annual probability of flooding from tidal sources.

Flood Zone 3b – This zone comprises land where water has to flow or be stored in times of flood.

2.3 The Environment Agency Flood Map for Planning, included as Appendix C, shows the site to be located

entirely in Flood Zone 1, at low risk of flooding from Main rivers and the sea. This is an area with a less

than 1 in 1000 chance of flooding each year.

2.4 For sites located within Flood Zone 1, the NPPF states that developers and local authorities should seek

opportunities to reduce the overall level of flood risk in the area and beyond through the layout and form

of the development, and the appropriate application of sustainable drainage systems.

2.5 This surface water drainage and SUDS statement explores the appropriate application of sustainable

drainage systems as required for sites within Flood Zone 1.

District Local Plan No.2 with alterations originally adopted April 1996

2.6 As of 27 September 2007, several policies from North Hertfordshire District Local Plan No. 2 with

Alterations (April 1996) cease to have effect, under the Planning & Compulsory Purchase Act 2004.

There are no saved plans relating to flood risk or drainage and therefore no relevant local district policy.

Hertfordshire Local Flood Risk Management Strategy and SUDs design guidance

2.7 Local Flood Risk Management Strategy for Hertfordshire was published and this included a specific

policy relating to the approval and delivery of Sustainable Drainage Systems (SuDS) in Hertfordshire.

The principles of the Hertfordshire SUDs design guidance will be followed for the suggestion of

appropriate drainage techniques.


Page 3

3 Site Description

3.1 The site is located to the east of Picknage Road, Barley, North Hertfordshire SG8 8HP. The site is situated

in a village setting, approximately 4.5km south east of the town of Royston and approximately 3km south

of the A505. A location plan is enclosed at Appendix A.

3.2 The site comprises of agricultural land used presently for crop growing with two dilapidated barns and

hardstanding situated in the south of the site. The site is broadly rectangular with most the site frontage

facing on to Picknage Road.

3.3 The proposed scheme will be for a village shop and 12 residential units comprising two 2 bed bungalows;

two 4 bedroom houses and eight 3 bedroom houses, with associated car parking; landscaping and

ancillary works. The housing will be organised in a linear arrangement with an access road running parallel

to Picknage Road. A shop will be situated to the north of the site with associated parking and an area of

woodland planting is proposed at the northern and eastern boundaries of the site.

3.4 The proposed development plan is included in Appendix B.

Local Watercourses

3.5 The nearest watercourse is a drainage ditch running parallel to the private road in an easterly direction

approximately 50m to the north of the northern boundary of the site as shown on the topographical

survey in Appendix D. The ditch joins the Cumberton Bottom Drain, an ordinary watercourse,

approximately 500m to the north east of the site before continuing to flow in a northerly direction towards

Flint Cross and the A505.

Site Levels

3.6 The topographic survey (Appendix D) shows the site appears to fall in a northerly direction. The average

slope of the site is approximately 1:25, with gradients to the south of the site at approximately 1:43 and

gradients to the north of the site sloping steeply at approximately 1:17. The highest elevations were

recorded at around 92.14m AOD at the frontage on to Picknage Road at the south of the site. The lowest

elevations at the northern boundary 80.13m AOD.

Geology and Infiltration

3.7 British Geological Survey mapping shows the area to have a bedrock of New Pit Chalk Formation – Chalk

with no superficial deposits recorded. Typically New Pit Chalk is Principally blocky, white firm to moderately

hard chalk with numerous marls or paired marl seams.


Page 4

3.8 The chalk bedrock is classed as a Principal Aquifer by the EA. This is defined as: “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.”

3.9 Nearby Onshore Groundwater Borehole records were obtained from the British Geological Survey website

at Manor Farm (540310, 238460) and Picknage Corner (540180, 238510). Maximum levels were recorded

at 83 ft (25.3m).

3.10 The presence of the Principal Aquifer means that the site is in a ‘Major Aquifer Intermediate’ groundwater

vulnerability zone. This is an area above a Principal Aquifer which is vulnerable to pollutants. Therefore,

it is important that the methods used to drain the site do not mobilise any potential contaminants within the

ground which would result in polluting the aquifer.

3.11 The geology and groundwater levels recorded close to this site indicate that drainage via infiltration should

be possible at the site. Infiltration testing at the detailed design stage is recommended to specify the exact

drainage design.

3.12 The presence of the chalk aquifer in Hertfordshire and other underground water bearing areas such as

the river gravel deposits mean that there is potential for groundwater flooding in Hertfordshire. There are

confirmed cases, both widespread and in settlements known to be at risk. However, map 2 of the

Hertfordshire LFRMS “Areas Susceptible to Groundwater Flooding for Hertfordshire” shows the area

around Royston to be at low risk of groundwater flooding.

3.13 Given this, and with the recorded depth of groundwater recorded at nearby locations at some 20m BGL,

the risk of groundwater flooding is thought to be low.

Sewers

3.14 The Anglian Water sewer records contained in Appendix E show there to be a foul rising main within the

site boundary, running parallel to the southern boundary of the site. This connects to the gravity foul sewer

flowing in a northerly direction in Picknage Road.

3.15 No surface water sewers were mapped within the village of Barley and no reports of sewer flooding from

the public sewer were included for Barley in the 2008 SFRA.

3.16 The risk of flooding from existing sewers is thought to be low, however an easement distance from the

existing sewer will need to be incorporated into the detailed site design or an application made to move

the sewer line.


Page 5

Existing Layout and Drainage

3.17 As an agricultural field, it is unlikely that there is an existing drainage system for the site. Instead, it is likely

that surface water infiltrates into the ground. Due to the steepness of the site, it is likely that sheet wash

also occurs into the drainage ditch to the north of the site in intense storms.


Page 6

4 Surface Water Flood Risk

Historic Surface Water Incidents

4.1 The September 2016 SFRA update does not include any reference to Barley.

4.2 Searches of local media suggest that flooding has occurred within Barley

In May 2007 flooding was reported on High Street; Church End; Picknage Road and Shafentoe End (Hertfordshire Mercury, May 18 2007)

In January 2014 highways gullies were overwhelmed at the junction of London Road and High Street at the Fox and Hounds pub

4.3 No evidence was found of these events caused flooding within the site boundary.

Existing Surface Water Flood Risk

4.4 The Risk of Surface Water Flooding map shown in Appendix F shows a flood risk to the northern extent

of the site from the ditch running parallel to the road. This area is proposed to be an area of woodland

and therefore no built development will be at risk from the ditch. No other flow paths are shown within the

site boundary on the surface water flood map.

Mitigation Measures

4.5 Care should be taken to ensure that planting to the north of the site does not reduce the cross sectional

area of the functional floodplain of the watercourse (it is not thought that the watercourse is within the

site boundary). It is envisaged that a suitable standoff distance for planting from the watercourse should

be included into the detailed design to ensure that planting does not increase flood risk to existing

properties. It is highly unlikely that properties within the proposed site boundary would not be at risk from

this watercourse.

4.6 A suitable surface water drainage strategy should be incorporated into the design of the development to

ensure that flood risk to the site or elsewhere is not increased. Potential drainage methods are outlined

in section 5 below.


Page 7

5 Sustainable Drainage Strategy

Relevant SUDS Policy

5.1 The NPPF states within Flood Zone 1, “developers and local authorities should seek opportunities to

reduce the overall level of flood risk in the area and beyond through the layout and form of the development,

and the appropriate application of sustainable drainage techniques (SUDS)”.

5.2 SUDS mimic the natural drainage system and provide a method of surface water drainage which can

decrease the quantity of water discharged, and hence reduce the risk of flooding. In addition to reducing

flood risk, these features can improve water quality and provide biodiversity and amenity benefits.

5.3 The SUDS management train incorporates a hierarchy of techniques and considers all three SUDS criteria

of flood reduction, pollution reduction, and landscape and wildlife benefit. In decreasing order of

preference, the preferred means of disposal of surface water runoff is:

Discharge to ground.

Discharge to a surface water body.

Discharge to a surface water sewer.

Discharge to a combined sewer.

5.4 The philosophy of SUDS is to replicate as closely as possible the natural drainage from a site pre-

development and to treat runoff to remove pollutants, resulting in a reduced impact on the receiving

watercourses. The benefits of this approach are as follows:

Reducing runoff rates, thus reducing the flood risk downstream.

Reducing pollutant concentrations, thus protecting the quality of the receiving water body.

Groundwater recharge.

Contributing to the enhanced amenity and aesthetic value of development areas.

Providing habitats for wildlife in developed areas, and opportunity for biodiversity enhancement.

5.5 The appropriateness of different SUDs techniques for the development site are listed in the table below.


Page 8

Site-Specific SUDS

5.6

Device Description Constraints / Comments Appropriate

Living roofs (source control) Provide soft landscaping at roof level which reduces surface water runoff.

Unlikely to be suitable for residential dwellings due to maintenance issues and pitch of roof.

No

Infiltration devices & Soakaways (source control)

Store runoff and allow water to percolate into the ground via natural infiltration.

Infiltration tests should be undertaken to confirm viability Yes

Pervious surfaces (source control)

Storm water is allowed to infiltrate through the surface into a storage layer, from which it can either infiltrate and/or slowly release to sewers.


Rainwater harvesting (source control)

Reduces the annual average rate of runoff from the Site by reusing water for non-potable uses e.g. toilet flushing, recycling processes.

Could be incorporated into design Yes

Swales (permeable conveyance)

Broad shallow channels that convey / store runoff, and allow infiltration (ground conditions permitting).


Filter drains & perforated pipes (permeable conveyance)

Trenches filled with granular materials (which are designed to take flows from adjacent impermeable areas) that convey runoff while allowing infiltration.


Infiltration basins (end of pipe treatment)

Depressions in the surface designed to store runoff and allow infiltration.

Infiltration tests should be undertaken to confirm viability. Control at source preferred

Possibly

Wet ponds & constructed wetlands (end of pipe treatment)

Provide water quality treatment & temporary storage above the permanent water level.

Only if infiltration is not possible Possibly

Attenuation Underground (end of pipe treatment)

Oversized pipes or geo-cellular tanks designed to store water below ground level.

Infiltration or surface level attenuation preferred Possibly

Table 1: Site-Specific Sustainable Drainage Techniques


Page 9

6 Proposed Drainage Strategy

6.1 The primary method of draining the site will be by infiltration, if infiltration rates are shown to be sufficient.

Infiltration can contribute to reducing runoff rates and volumes whilst supporting baseflow and

groundwater recharge and is the preferred means of surface water discharge.

Soakaways

6.2 Soakaways are excavations which are filled with a void forming material which allows for the temporary

storage of water before it soaks into the ground.

6.3 Individual property soakaways could be incorporated into the site if infiltration rates allow for a half drain

time of less than 24 hours. Concrete manhole soakaways have the benefit of access for maintenance

and inspection and soakaways should be situated with easy access for these purposes.

6.4 Responsibility for maintenance of individual soakaways would fall to the respective homeowners. If a

centralised infiltration basin was preferred, this would most likely become the responsibility of a

maintenance company.

Permeable Paving

6.5 It is proposed that permeable paving should be used on the car park and access roads within the site

boundary. Permeable paving will provide the benefit of filtering runoff from these areas before infiltration

into the ground.

6.6 The following typical construction would be expected for the areas of permeable paving based on guidance

from Marshalls for the popular Priora Paving system):

(a) 80mm paving course

(b) 50mm laying course (generally a 6mm aggregate)

(c) 80mm layer of perforated Asphalt Concrete (DBM)

(d) A calculated depth of course grade aggregate (generally 250mm of a 30mm aggregate)

(e) An additional sub-base / capping layer if required.

6.7 The depth of the course graded aggregate layer will be designed to meet both structural and attenuation

requirements, once CBR values have been measured which will inform the structural design at a detailed

design stage.

6.8 The Hertfordshire Highways Design Guide (3rd edition) states that block paving will be acceptable on

adoptable highway in some circumstances, therefore this may be possible whether or not the highway is

adopted.


Page 10

Rainwater Harvesting

6.9 Rainwater harvesting is a method that could be used throughout the entire development to ensure the

efficient use of water, whilst also reducing runoff rates. This can be used to flush toilets; wash laundry

and water plants and can either be gravity fed (with water pumped to a tank in the roof space) or

pumped directly from a ground-level or underground storage unit if the roof area is utilised for extra living

accommodation. These systems are backed up with a connection to the mains so that in times of water

scarcity, should the stored rainwater run out, there is no loss of water to those appliances which would

normally utilise rainwater.

Maintenance of Development Drainage System

6.10 It is proposed that the maintenance of the surface water drainage systems will be the responsibility of the

site owner/manager and will not be offered for adoption.

6.11 A regular maintenance schedule must be prepared for the permeable paving to ensure it is carefully

managed throughout the year. Several tasks are required at different points in the year, including but not

limited to those set out in Table 3.

6.12 In addition, the proposed surface water sewers should be regularly inspected and maintained to ensure

they are effective throughout the lifetime of the development and do not become blocked or damaged over

time.

Maintenance Schedule

Required Action Frequency

Regular

maintenance

Brushing and vacuuming.

Three times per year at

end of winter, mid-summer,

after autumn leaf fall, or as

required based on site

specific observations of

clogging or manufacturer’s

recommendations.

Occasional

maintenance

Stabilise and mow contributing and

adjacent areas.

Removal of weeds.

As required.

As required.

Remedial actions Remediate any landscaping which,

through vegetation maintenance of

As required


Page 11

soil slip, has been raised to within

50mm of the level of the paving.

Remedial work to any depressions,

rutting and cracked or broken blocks

considered detrimental to the

structural performance of a hazard to

the user.

Rehabilitation of surface and upper

sub-surface.

As required

As required (if infiltration

performance is reduced as

a result of significant

clogging.)

Monitoring Initial inspection

Inspect for evidence of poor operation

and/or weed growth. If required, take

remedial action.

Inspect silt accumulation rates and

establish appropriate brushing

frequencies.

Monitor inspection chambers.

Monthly for 3 months after

installation. 3 monthly, 48

hours after large storms.

Annually.

Annually.

Table 3: Maintenance tasks for permeable paving (Source: CIRIA C697, The SUDS Manual)


Page 12

7 Conclusions

7.1 EAS has been commissioned by Bidwells to prepare a flood risk and SUDS Statement to accompany a

local plan submission for a mixed residential/ commercial development. The purpose of this plan is to

identify any potential flooding issues which could affect the site and outline appropriate methods by which

surface water from the site could be drained.

7.2 The site is located at the junction of Picknage Road and Chishill Road in the village of Barley, North

Hertfordshire and covers an area of approximately 1.4 hectares. The site comprises of agricultural land

used presently for crop growing with two dilapidated barns and hardstanding situated in the south of the

site.

7.3 The proposed scheme will be for 12 residential units and a shop with associated parking; ancillary uses

and woodland to the north and east of the site.

7.4 The report has identified that the areas of the site proposed for development are at low risk of flooding.

An area to the north of the site next to the ditch will be planted as an area of woodland and therefore

development on the site is sited to be at the minimum possible flood risk.

7.5 The preferred drainage strategy for the site would be infiltration into the ground, offering a highly

sustainable surface water drainage option for the site. Several different SUDs elements have been

included as potential drainage methods to form a SUDs train of attenuation and surface water treatment.

7.6 In conclusion, the site is at low risk of flooding but has still been configured to ensure that housing is sited

away from the ditch to the north to minimise residual risks. The site also has the potential to provide a

highly sustainable method of surface water drainage through soakaways and permeable paving.


Page 13

8 Appendices

Appendix: A Location Plan

Appendix: B Development Layout

Appendix: C EA Flood Map for Planning

Appendix: D Topographic Survey

Appendix: E Anglian Water Sewer Records

Appendix: F Risk of Flooding From Surface Water


Page A-1

Appendix: A LOCATION PLAN


Page B-2

Appendix: B DEVELOPMENT LAYOUT


Page C-3

Appendix: C EA FLOOD MAP FOR PLANNING

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Page D-4

Appendix: D TOPOGRAPHIC SURVEY

A R A B L E

F I E L D

A R A B L E

F I E L D

A R A B L E

F I E L D

No.25

No.28

No.24

No.22

P I C K N A G

E R O A D

P A S T U R E

MK1 540452.425 238655.494 85.592

MK10 540184.066 238909.558 79.856

MK2 540379.879 238617.853 89.610

MK6 540158.104 238731.460 83.068

MK7 540143.011 238806.760 81.354

MK9 540141.541 238877.744 80.890

STATION EASTING NORTHING LEVEL

MK7A 540098.415 238828.494 82.168

MK8 540122.493 238856.095 81.466

MK11 540184.485 238857.974 79.517

MK3 540320.271 238571.623 92.015

MK4 540288.881 238583.141 92.089

MK5 540214.864 238652.763 87.232

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No.28

No.29

No.32No.33

No.36

O A D

P I C K

N A G E

R O A

D

P A S T U R E

MK1 540452.425 238655.494 85.592

MK10 540184.066 238909.558 79.856

MK2 540379.879 238617.853 89.610

MK6 540158.104 238731.460 83.068

MK7 540143.011 238806.760 81.354

MK9 540141.541 238877.744 80.890


MK7A 540098.415 238828.494 82.168

MK8 540122.493 238856.095 81.466

MK11 540184.485 238857.974 79.517

MK3 540320.271 238571.623 92.015

MK4 540288.881 238583.141 92.089

MK5 540214.864 238652.763 87.232

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A R A B L E

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F I E L DA R A B L E

F I E L D

P A S T U R E

B A R N

(DILAP.)

B A R N

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P I C K N A G E R O A D



UR C H E N D

MK1 540452.425 238655.494 85.592

MK10 540184.066 238909.558 79.856

MK2 540379.879 238617.853 89.610

MK6 540158.104 238731.460 83.068

MK7 540143.011 238806.760 81.354

MK9 540141.541 238877.744 80.890


MK7A 540098.415 238828.494 82.168

MK8 540122.493 238856.095 81.466

MK11 540184.485 238857.974 79.517

MK3 540320.271 238571.623 92.015

MK4 540288.881 238583.141 92.089

MK5 540214.864 238652.763 87.232

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A R A B L E

F I E L D

A R A B L E

F I E L D

P A S T U R E

P A S T U R E

B A R N

(DILAP.)

GARAGE

B A R N

(DILAP.)



C H U R C H E N D

C H U R C H E N D

MK1 540452.425 238655.494 85.592

MK10 540184.066 238909.558 79.856

MK2 540379.879 238617.853 89.610

MK6 540158.104 238731.460 83.068

MK7 540143.011 238806.760 81.354

MK9 540141.541 238877.744 80.890


MK7A 540098.415 238828.494 82.168

MK8 540122.493 238856.095 81.466

MK11 540184.485 238857.974 79.517

MK3 540320.271 238571.623 92.015

MK4 540288.881 238583.141 92.089

MK5 540214.864 238652.763 87.232

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ire, S

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0E

T

Em

ail

gene

ral@

sasu

rvey

s.co

.uk

Tel.

0790

7353

858

Sim

ply

Acc

urat

e Su

rvey

s

Junc

tion

of P

ickn

age

Rd.

and

Chu

rch

End,

Bar

ley.

Har

dcas

tle B

urto

n LL

P C

hart

ered

Acc

ount

ants

SG

8 9J

N

She

et 1

She

et 2

She

et 3

Shee

t 4S

heet

5

A R A B L E

F I E L D

A R A B L E

F I E L D

B A R N

(DILAP.)

CH U R C H E N D

C H U R C H E N D

C H U R C H E N D

C H U R C H E N D

P A S T U R E

A R A B L E

F I E L D

MK1 540452.425 238655.494 85.592

MK10 540184.066 238909.558 79.856

MK2 540379.879 238617.853 89.610

MK6 540158.104 238731.460 83.068

MK7 540143.011 238806.760 81.354

MK9 540141.541 238877.744 80.890


MK7A 540098.415 238828.494 82.168

MK8 540122.493 238856.095 81.466

MK11 540184.485 238857.974 79.517

MK3 540320.271 238571.623 92.015

MK4 540288.881 238583.141 92.089

MK5 540214.864 238652.763 87.232

Dog

get F

amily

Tru

st c

/o P

eter

Hom

ent

Lake

Hou

seM

arke

t Hill

Roy

ston

ww

w.s

asur

veys

.co.

uk

Topo

grap

hica

l sur

vey

with

spo

t ele

vatio

ns.

35 W

inst

on C

resc

ent,

Big

gles

wad

eB

edfo

rdsh

ire, S

G18

0E

T

Em

ail

gene

ral@

sasu

rvey

s.co

.uk

Tel.

0790

7353

858

Sim

ply

Acc

urat

e Su

rvey

s

Junc

tion

of P

ickn

age

Rd.

and

Chu

rch

End,

Bar

ley.

Har

dcas

tle B

urto

n LL

P C

hart

ered

Acc

ount

ants

SG

8 9J

N

She

et 1

She

et 2

She

et 3

She

et 4

Shee

t 5


Page E-5

Appendix: E ANGLIAN WATER SEWER RECORDS

This

pla

n is

pro

vide

d by

Ang

lian

Wat

er p

ursu

ant i

ts o

blig

atio

ns u

nder

the

Wat

er In

dust

ry A

ct 1

991

sect

ions

198

or 1

99. I

t mus

t be

used

in c

onju

nctio

n w

ith a

ny

sear

ch re

sults

atta

ched

. The

info

rmat

ion

on th

is p

lan

is b

ased

on

data

cur

rent

ly re

cord

ed b

ut p

ositi

on m

ust b

e re

gard

ed a

s ap

prox

imat

e. S

ervi

ce p

ipes

, priv

ate

sew

ers

and

drai

ns a

re g

ener

ally

not

sho

wn.

Use

rs o

f thi

s m

ap a

re s

trong

ly a

dvis

ed to

com

mis

sion

thei

r ow

n su

rvey

of t

he a

rea

show

n on

the

plan

bef

ore

carr

ying

out

any

wor

ks. T

he a

ctua

l pos

ition

of a

ll ap

para

tus

MU

ST

be e

stab

lishe

d by

tria

l hol

es. N

o lia

bilit

y w

hats

oeve

r, in

clud

ing

liabi

lity

for n

eglig

ence

, is

acce

pted

by

Ang

lian

Wat

er fo

r any

err

or o

r ina

ccur

acy

or o

mis

sion

, inc

ludi

ng th

e fa

ilure

to a

ccur

atel

y re

cord

, or r

ecor

d at

all,

the

loca

tion

of a

ny w

ater

mai

n,

disc

harg

e pi

pe, s

ewer

or d

ispo

sal m

ain

or a

ny it

em o

f app

arat

us. T

his

info

rmat

ion

is v

alid

for t

he d

ate

prin

ted.

Thi

s pl

an is

pro

duce

d by

Ang

lian

Wat

er S

ervi

ces

Lim

ited

(c) C

row

n co

pyrig

ht a

nd d

atab

ase

right

s 20

16 O

rdna

nce

Sur

vey

1000

2243

2.Th

is m

ap is

to b

e us

ed fo

r the

pur

pose

s of

vie

win

g th

e lo

catio

n of

Ang

lian

Wat

er p

lant

onl

y. A

ny o

ther

use

s of

the

map

dat

a or

furth

er c

opie

s is

not

per

mitt

ed. T

his

notic

e is

not

inte

nded

to e

xclu

de o

r res

trict

liab

ility

for d

eath

or

pers

onal

inju

ry re

sulti

ng fr

om n

eglig

ence

.

Foul

Sew

er

Fina

l Effl

uent

Dec

omm

issi

oned

Sew

er

(Col

our d

enot

es e

fflue

nt ty

pe)

(Col

our d

enot

es e

fflue

nt ty

pe)

Pum

ping

Sta

tion

Man

hole

Inle

t

Out

fall

Sew

age

Trea

tmen

t Wor

ks

Sur

face

Sew

er

Dat

e: 1

4/10

/16

Sca

le: 1

:125

0D

ata

upda

ted:

04/

07/1

6M

ap C

entre

: 540

000,

2387

61(c

) Cro

wn

copy

right

and

dat

abas

e rig

hts

2016

Ord

nanc

e S

urve

y 10

0022

432

Was

tew

ater

Pla

n A

1O

ur R

ef: 2

0142

1 - 1

Bar

ley

emm

a.el

woo

d@ea

stp.

co.u

k

(Col

our d

enot

es e

fflue

nt ty

pe)

(Col

our d

enot

es e

fflue

nt ty

pe)

(Col

our d

enot

es e

fflue

nt ty

pe)

Com

bine

d S

ewer

Priv

ate

Sew

er

Ris

ing

Mai

n

(Col

our d

enot

es e

fflue

nt ty

pe)

Man

hole

Ref

eren

ceE

astin

gN

orth

ing

Liqu

id T

ype

Cov

er L

evel

Inve

rt Le

vel

Dep

th to

Inve

rt

0001

5400

19 2

3900

2F

--

-00

0254

0091

239

031

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--

0003

5400

71 2

3900

1F

--

-00

0454

0059

239

000

F87

.685

.62

1.98

0701

5400

66 2

3879

3F

85.6

383

.93

1.7

0702

5400

10 2

3876

3F

83.7

182

.61.

1108

0054

0065

238

887

F-

--

0801

5400

04 2

3890

0F

--

-09

0054

0035

238

920

F-

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0901

5400

96 2

3891

2F

--

-09

0354

0049

238

972

F-

85.0

35-

0904

5400

45 2

3898

9F

87.6

685

.41

2.25

0905

5400

70 2

3899

9F

87.4

0585

.745

1.66

0906

5400

54 2

3897

7F

87.2

285

.22

210

0054

0113

239

070

F-

--

1400

5401

52 2

3845

8F

--

-14

0154

0123

238

454

F-

--

1402

5401

59 2

3844

1F

--

-16

0054

0199

238

661

F-

--

1700

5401

33 2

3879

0F

--

-17

0154

0152

238

732

F-

--

1801

5401

43 2

3887

2F

82.2

180

.31.

9118

0254

0114

238

819

F83

.71

82.6

1.11

1803

5401

18 2

3885

6F

--

-18

0454

0123

238

834

F82

.37

81.4

60.

9124

0054

0206

238

472

F-

--

2500

5402

60 2

3851

2F

--

-26

0054

0264

238

603

F-

--

3000

5403

21 2

3902

6F

80.7

179

.31.

4130

0154

0379

239

075

F-

--

3500

5403

11 2

3856

3F

--

-85

0053

9891

238

517

F-

--

9400

5399

16 2

3848

9F

--

-94

0153

9945

238

487

F-

--

9500

5399

43 2

3852

6F

--

-96

0153

9931

238

665

F-

--

9602

5399

38 2

3860

0F

87.1

585

.53

1.62

9603

5399

98 2

3862

1F

--

-97

0153

9925

238

730

F87

.15

85.5

31.

6297

0253

9932

238

796

F-

--

9800

5399

46 2

3884

0F

--

-

Man

hole

Ref

eren

ceE

astin

gN

orth

ing

Liqu

id T

ype

Cov

er L

evel

Inve

rt Le

vel

Dep

th to

Inve

rtM

anho

le R

efer

ence

Eas

ting

Nor

thin

gLi

quid

Typ

eC

over

Lev

elIn

vert

Leve

lD

epth

to In

vert

Man

hole

Ref

eren

ceE

astin

gN

orth

ing

Liqu

id T

ype

Cov

er L

evel

Inve

rt Le

vel

Dep

th to

Inve

rt

Our

Ref

: 201

421

- 1


Page F-6

Appendix: F RISK OF FLOODING FROM SURFACE WATER

Flood risk from surface water- Accessed 21/10/2016 https://flood-warning-information.service.gov.uk/long-term-flood-risk/map

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