proposed residential development at carey street, kettering for … · 2016-01-26 · surrounding...

Flood Risk Assessment

BCALCONSULTING. Orient House, Church Way, Wellingborough, Northamptonshire, NN8 4HJ Telephone: 01933 440024 Fax: 01933 440041 E-mail: [email protected] Web: www.bcal.co.uk

Proposed Residential Development at Carey Street,

Kettering

For

Seagrave Developments Ltd

Report Reference: 5433R001A FRA

Date: January 2016

5433R001A Flood Risk Assessment Proposed Residential Development at Carey Street, Kettering January 2016

O:\projects\5400\5433\Reports\5433R001 FRA\5433R001A FRA.docx 1

REVISION RECORD Report Ref: 5433R001A FRA Rev Description Date Originator Checked

- First Issue January 2016 BK A Planning Issue January 2016 BK JW

Disclaimers This report has been prepared for the sole use of the named client and, consequently, is confidential to the client and his professional advisors. The Contracts (Rights of Third Parties) Act 1999 does not apply, nothing in this report confers or purports to confer on any third party any benefit or right. No responsibility whatsoever is accepted to any other person than the named client and, consequently, the contents of this report should not be relied upon by third parties for the whole or any part of its contents. This report is made on behalf of BCAL Consulting, no individual is personally liable, and by receiving this report and acting upon it, the client - or any third party relying on it - accepts that no individual is personally liable in contract, tort, or breach of statutory duty (including negligence). This report is a risk-based assessment based on data currently available at the time of preparation. If the available data is found to be inaccurate or incomplete, the results could differ. BCAL Consulting accepts no liability should this prove to be the case. The information presented and conclusions drawn are for guidance purposes only and offer no guarantee to the accuracy of the predicted water levels described.



Contents Page Page No.

5433R001A FRA Contents Page 2 Appendices 3 1.0 Introduction 4 2.0 Site Description and Proposed Development 5 3.0 Definition of Flood Hazard 7 4.0 Planning Policy 10 5.0 Drainage Strategy 11 6.0 Management of Residual Risks 12 7.0 Conclusions 13 Bibliography 14



Appendices Appendix A Location Plan

BCAL Drg 5433-01 15

Appendix B Existing Site Layout

Site Location Plan 17

Appendix C Proposed Site Layout

Seagrave Developments Drg 15-136-01 F 19

Appendix D Topographical Survey

MKSurveys Drg 21141-1 21

Appendix E Existing and Proposed Impermeable Areas

BCAL Drg 5433-03-A 23

Appendix F Environment Agency’s Flood Map

Flood Map for Planning (Rivers and Sea) 25

Appendix G Environment Agency’s Flood Map

Risk of Flooding from Surface Water 26

Appendix H Environment Agency’s Flood Map

Risk of Flooding from Reservoirs 27

Appendix I Environment Agency’s Flood Map

Flood Warning Areas 28

Appendix J Environment Agency’s Flood Map

Groundwater Protection Zones 29

Appendix K AW Historic Record Plan 30 Appendix L Anglian Water Asset Plan No. 153413-2 32 Appendix M Extracts from Soiltechnics Ground Investigation Report. 35



1.0 Introduction 1.1 This report comprises a Flood Risk Assessment (FRA) in support of a planning

application for a proposed residential development off Carey Street in the centre of Kettering. The proposal is for 42 one bedroom apartments adapted for disabled living, associated car parking and landscaped areas. The proposed development is shown on the Location Plan enclosed in Appendix A.

1.2 The objective of this report is to provide the Local Planning Authority (LPA) and

Environment Agency (EA) with sufficient information to consider flood risk in the planning process. This report is written generally in accordance with the requirements set out in Paragraphs 30 and 68 of the Flood Risk and Coastal Change chapter of the Planning Practice Guidance (PPG) to the National Planning Policy Framework (NPPF).

1.3 All references made to the Planning Practice Guidance within this report relate to the

Flood Risk and Coastal Change chapter, Revision Date: 15/04/2015 and were correct at the time of drafting. Details regarding sources used can be found in the Bibliography.



2.0 Site Description and Proposed Development 2.1 Site Location and Existing Use 2.1.1 The proposed development is located at a former factory site on Carey Street, Kettering.

The site runs along Carey Street, with flats, a playground and a church opposite. Surrounding the site are works, a yard and Mill Road Park. The development site consisted of an unused factory which has now been demolished and surrounding yard. The site covers 2,637 m2 (0.264 ha) of land and is currently classed as a brownfield site. The proposed site has a central grid reference SP 87383 78959.

2.1.2 The proposed site will be accessed off Carey Road. The existing site layout is shown in

Appendix B & D. 2.1.3 The site is located in a natural hollow. Two large diameter pipes run through and

adjacent to the site. These appear on 2005 Anglian Water plans as a 1050mm diameter concrete dia surface water sewer and a 750mm diameter brick foul sewer (see Appendix K). The concrete pipe is not shown on the current copy of the AW plan (Appendix L) and it is anticipated that if not an AW asset then this may be considered as a culverted ordinary water course which would be the responsibility of the riparian owners. The landform and old maps indicate that there would have been a watercourse adjacent to the western site boundary. This appears to have been diverted into a pipe and runs broadly along and on the far side of the site boundary.

2.1.4 The site is located approximately 825 m west of the nearest watercourse classed as a

main river on the Environment Agency interactive website mapping, enclosed in Appendix F.

2.1.5 The existing site is practically entirely hard paved and positively drained. The

impermeable area is approximately 2,519 m2 (0.252 ha). 2.2 Proposed Development Site 2.2.1 The proposed development is located at a former factory site on Carey Street, Kettering.

The site covers some 2,637 m2 (0.264 ha). The proposed site has a central grid reference SP 87383 78959.

2.2.2 The development proposal consists of 42 one bedroom apartments constructed as a

single block with associated parking and communal garden space. There will also be a storage area and yard provided for the remaining industrial unit adjacent and to the north of the development.

2.2.3 For details of the proposed site layout, refer to the plan enclosed in Appendix C.



2.3 Geology of the Area 2.3.1 The British Geological Society (BGS) web based maps identify the superficial deposits

and bedrock geology to be ‘none recorded’ and ‘Whitby Mudstone Formation – Mudstone’ respectively. An extract from the interactive BGS website was downloaded on the 26th November 2015 and is shown in Figure 1 below.

Figure 1: Extract showing Bedrock Geology for Proposed Site 2.3.2 Borehole logs, part of a ground investigation carried out by Soiltechnics dated October

2015 also identify the site to be underlain by Whitby Mudstone which comprised a Clay. The natural ground was overlain by a variable thickness of made ground. Groundwater was encountered as confined water at the base of the made ground.

2.3.3 The site is not in an area shown to be a groundwater protection zone on the

Environment Agency interactive website mapping, enclosed in Appendix J. 2.4 Vulnerability Classification 2.4.1 The proposed development C3 (Dwelling houses) Land Use is classified as ‘More

Vulnerable’ within Table 2: Flood Risk Vulnerability Classification as set out in PPG, Paragraph 66.



3.0 Definition of Flood Hazard 3.1 Flooding from Rivers 3.1.1 The site is located approximately 825 m west of the nearest watercourse, classed as a

main river on the Environment Agency interactive website mapping, enclosed in Appendix F.

3.1.2 There are no known records of historic river flooding affecting the proposed development

site. 3.1.3 The flood maps contained in Appendix F show the development site as being situated

within Flood Zone 1. 3.1.4 Development sites which are situated within Flood Zone 1 are defined within Table 1 of

PPG, Paragraph 65 as having less than 1 in 1,000 annual probability of river flooding. 3.1.5 From consideration of the information shown on the Flood Maps enclosed in Appendix

F, the risk of flooding from main rivers within the vicinity of the site is considered to present a low risk of flooding for the site.

3.2 Flooding from the Sea 3.2.1 The site is located inland and is a significant distance from the coast. The site has a

general level of over 77 m AOD and therefore the chance of flooding by the sea is considered low.

3.3 Flooding from Surface Water/Land 3.3.1 There is always a risk of potential flooding from overland surface water flows during an

exceptional rainfall or storm event. 3.3.2 The site is shown to have a high risk of flooding from surface water on the Environment

Agency’s interactive website mapping. A copy of the downloaded plan is enclosed in Appendix G.

3.3.3 There appears to be a culverted watercourse running along the western boundary of the

site. The landform and surface water flood risk map identify that surface water and overland flows together with sewer flooding would collect and flow broadly along the line of the culverted watercourse in extreme events.

3.3.4 The condition of the SW culvert has not been fully investigated, however from the

inspections carried out to date both the foul and storm water culverts seem to be in reasonable condition and functioning correctly.



3.3.5 The existing built form leaves the site in a slight bowl; the building and yard are lower than Carey Street. Flows would be prevented from draining off the site downstream along the historic valley by the elevated levels of the adjacent park. A continuous brick wall along the west boundary is also impermeable to flood flows. The built form to the north also discourages/prevents water flowing onto the site along the ‘valley’.

3.3.6 The developer has owned the site for 10 years and no flooding incidents have been

recorded on the site during that time. 3.3.7 The redeveloped site will be designed in such way that it ensures appropriate

management of overland surface water flows. This will as far as possible ensure that overland flows can pass through the site and that water is not channelled towards buildings. The proposed internal site layout will ensure that there are no obstructions within the site such as fences or wall construction etc. which could prevent potential surface water from having a clear and unrestricted path.

3.3.8 During redevelopment of the site the building floor level is proposed to be raised by in

the order of 8-900mm above existing to better relate to the footway on Carey Street. The parking area will also be raised and shaped to shed water towards the original flow route along the boundary. Any ponding of water in the areas of parking are therefore expected to be relatively shallow and short term. The car park construction and parked vehicles are generally relatively flood resilient at low depths of flooding.

3.3.9 In the event that localised ponding of water did occur in the car park area due to extreme

events, the more elevated floor level of the building would ensure the building would remain unaffected and a ‘dry’ route would be available away from the site along Carey Street which is elevated relative to the majority of the site.

3.3.10 With site proposals adhering to the comments made in Sections 3.3.6, 3.3.7 and 3.3.8;

whilst flooding from overland/surface water flow is considered to have a relatively high probability of occurrence, it is expected to present a low flood hazard to the proposed use of the site.

3.4 Flooding from Groundwater 3.4.1 There is always a risk of potential groundwater flooding due to the emergence of

groundwater at the surface. The development site will be designed to ensure appropriate management of overland ground water flows to ensure water is not trapped or channelled into buildings etc.

3.4.2 A soils investigation has been carried out and confirms that the ground consists of made

ground overlying the Whitby Mudstone (extracts contained in Appendix M). The Whitby mudstone formation is generally impermeable (regarded as unproductive as an aquifer) and unlikely to permit significant groundwater flows. No groundwater was encountered during the investigation but long term monitoring identified a perched water table constrained within the base of the fill material – this is not considered to present a hazard to the site.

3.4.3 We are not aware of any previous incidents of groundwater flooding to have occurred

onsite. 3.4.4 Hence, groundwater flooding is considered to be a low risk of flooding for the site.



3.5 Flooding from Sewers 3.5.1 Anglian Water Services Ltd we contacted and confirmed that from their records sewer

flooding may have occurred in the vicinity of the site in the past. No further details are provided and it is not known if this related to capacity issues or a physical blockage/fault that has now been rectified. It would be expected that this could relate to the large diameter sewers / culverted watercourse crossing the site. Any flooding from these sources would be addressed in the same way as discussed in section 3.3 flooding from land/surface water above.

3.5.2 At this stage, the sewers are noted to be a potential source of flooding for the site,

however provided the mitigation measures referred to in section 3.3 for surface water flooding are applied then it should not present an unacceptable hazard.

3.6 Flooding from Artificial Sources 3.6.1 Based on the EA extract enclosed in Appendix H, the site is not shown to be at potential

risk of flooding from artificial sources such as reservoirs. 3.6.2 EA flood map data suggests that flooding from reservoirs is a very rare occurrence;

hence an unlikely source of flooding for the site.



4.0 Planning Policy 4.1 This section of the report will consider current National Planning Policy relating to

flooding and flood risk which can be found on the Planning Practice Guidance website (http://planningguidance.planningportal.gov.uk/blog/guidance/flood-risk-and-coastal-change/).

4.2 PPG, Paragraph 19 states that the aim of a Sequential Test is to steer development to

areas with the lowest probability of flooding i.e. Flood Zone 1. 4.3 As mentioned in Section 2.4.1 above, the proposed development is classified as ‘More

Vulnerable’ in accordance with Table 2 enclosed in PPG, Paragraph 66. 4.4 Sequential Test 4.4.1 Flood Maps enclosed in Appendix F confirm the site to be situated in Flood Zone 1.

PPG, Paragraph 67 states that all types of development including ‘More Vulnerable’ developments are considered an appropriate land use within Flood Zone 1.

4.5 Exception Test 4.5.1 There is no requirement in the current National Planning Policy to provide an exception

test for a development site situated in Flood Zone 1.



5.0 Drainage Strategy 5.1 The drainage strategy has taken account of the Department for Environment, Food and

Rural Affairs publication, Sustainable Drainage Systems, Non-statutory technical standards for sustainable drainage systems dated March 2015 https://www.gov.uk/government/uploads/system/uploads/attachment_data/file/415773/sustainable-drainage-technical-

standards.pdf and the Building Regulations H3 which states that surface water drainage should discharge to a soakaway or other infiltration system where practicable as a first case, a watercourse secondly and to sewers as a final option.

5.2 The site has been shown to be underlain by the Whitby Mudstone strata. The ground

investigation identifies that the Whitby Mudstone Formation deposits are effectively impermeable and would not be able to dispose of water using soakaway systems. Therefore infiltration drainage is not suitable for this site.

5.3 A culverted watercourse runs adjacent to the west boundary of the site. The existing roof

and paved areas discharge to this watercourse. It is proposed that the redeveloped site will reuse the existing connections to drain SW from the site to the watercourse. As this is understood not to be a public sewer AW consent should not be required.

5.4 Planning and the LLFA’s policy encourages the reduction of SW flows from

redevelopments to be reduced towards greenfield rates ‘where technically possible’ and requires that flows must be less for the redeveloped site than for the site prior to redevelopment. On this site the presence of a large AW foul sewer and its associated easement across the site constrain the development form and restrict space for the practical provision of any economic storage provision, however the site is currently practically fully hardened and the redevelopment affords the opportunity to incorporate areas of amenity space and soft landscaping, reducing the drained area and meeting the LLFA’s policy.

5.5 The drawings in Appendix E identify impermeable and drained areas before and after

redevelopment. As a result of the redevelopment proposals, the impermeable area is expected to decrease by some 427 m2 from 2,519 m2 to 2,092 m2. It is proposed to dispose of the surface water run-off to the existing culverted watercourse in accordance with the comments made in Section 5.3.

5.6 It is proposed to discharge foul water via the existing connections to the Anglian Water

public sewers which crosses through the site. 5.8 The SW Drainage within the site is expected to remain private and the responsibility of

the site owner. A normal maintenance regime would be expected to be carried out to ensure that the on-site drainage is adequately maintained for the life time of the development.



6.0 Management of Residual Risks 6.1 The site is located outside the extents of both the nearest Flood Warning Area and Flood

Alert Zone as shown on the plan enclosed in Appendix I. Information shown on the enclosed plans suggest that there is no requirement for this development to register for flood warnings issued by the Environment Agency.

6.2 There will always be a residual risk of overland flooding if the surface water drains are

not maintained sufficiently or during an exceptional storm event when the surface water drainage system is unable to cope with the rate or volume of rainfall. Normal maintenance will be required to the on and off site drainage systems.

6.3 The detailed level design of the buildings and surrounding ground levels should ensure

that there are lowered routes between the buildings to ensure surface water is not trapped or forced into the buildings.

6.4 The proposed site layout should ensure that there are no obstructions such as fences or

wall construction etc.; which could prevent potential surface water runoff from having a clear and unrestricted path to pass through the site during the event of a flood.



7.0 Conclusions 7.1 This report comprises a Flood Risk Assessment (FRA) in support of a planning

application for the proposed Residential Development. Site proposals are shown on the plan enclosed in Appendix C.

7.2 There are no known records of historic river and sea flooding for the site and the hazard

to the development site from flooding from rivers, the sea, the ground, and artificial sources has been assessed and established to be low.

7.3 The Environment Agency Flood Map for Planning (Rivers and Sea) enclosed in

Appendix F shows the development site to be located within Flood Zone 1. In accordance with current National Planning Policy, the development proposals are considered appropriate for the site location.

7.4 The site is identified as being at risk of flooding from surface water/land. The condition of

the existing drainage and culvert system appears reasonable at present, but will be inspected further during the redevelopment process. The building floor level will be raised approximately 8-900mm and the ground form of the car park area will be raised and shaped to ensure any surface flows can pass through the car park area with minimal damage/disruption. A ‘dry’ route will always be available away from the site along Carey Street. Taking into account the mitigation measures proposed the level of surface water/land flood hazard to the redeveloped site is considered to be low.

7.5 It is proposed to discharge surface water from the site to the culverted watercourse

using the existing connection points. Foul water is to be drained to the AW foul sewer within the site.

7.6 As a result of the redevelopment proposals, the impermeable area is expected to

decrease by some 427 m2 from 2,519 m2 to 2,092 m2. 7.7 There will always be a residual risk of overland flooding if the surface water drains are

not maintained sufficiently or during an exceptional storm event when the surface water drainage system is unable to cope with the rate or volume of rainfall. Normal maintenance will be required to the on and off site drainage systems.

7.8 With regard to flood risk the site is therefore considered suitable for the proposed usage.



Bibliography 1. PPG, Para

19 Planning Practice Guidance (Revision Date 06.03.2014) Flood Risk and Coastal Change, The aim of the Sequential Test, What is the aim of the Sequential Test for the location of development?. Available at: http://planningguidance.planningportal.gov.uk/blog/guidance/flood-risk-and-coastal-change/the-aim-of-the-sequential-test/#paragraph_019 (Accessed 26th November 2015)

2. PPG, Para

30 Planning Practice Guidance (Revision Date 06.03.2014) Flood Risk and Coastal Change, Site-specific flood risk assessment, What is a site-specific flood risk assessment?. Available at: http://planningguidance.planningportal.gov.uk/blog/guidance/flood-risk-and-coastal-change/site-specific-flood-risk-assessment/#paragraph_030 (Accessed 26th November 2015)

3. PPG, Para

65 Planning Practice Guidance (Revision Date 06.03.2014) Flood Zone and Flood Risk Tables, Table 1: Flood Zones. Available at: http://planningguidance.planningportal.gov.uk/blog/guidance/flood-risk-and-coastal-change/flood-zone-and-flood-risk-tables/table-1-flood-zones/#paragraph_065 (Accessed 26th November 2015)

4. PPG, Para

66 Planning Practice Guidance (Revision Date 06.03.2014) Flood Zone and Flood Risk Tables, Table 2: Flood Risk Vulnerability Classification. Available at: http://planningguidance.planningportal.gov.uk/blog/guidance/flood-risk-and-coastal-change/flood-zone-and-flood-risk-tables/table-2-flood-risk-vulnerability-classification/#paragraph_066 (Accessed 26th November 2015)

5. PPG, Para

67 Planning Practice Guidance (Revision Date 06.03.2014) Flood Zone and Flood Risk Tables, Table 3: Flood risk vulnerability and flood zone ‘compatibility’. Available at: http://planningguidance.planningportal.gov.uk/blog/guidance/flood-risk-and-coastal-change/flood-zone-and-flood-risk-tables/table-3-flood-risk-vulnerability-and-flood-zone-compatibility/#paragraph_067 (Accessed 26th November 2015)

6. PPG, Para

68 Planning Practice Guidance (Revision Date 06.03.2014) Flood Risk and Coastal Change, Site-Specific Flood Risk Assessment: CHECKLIST. Available at: http://planningguidance.planningportal.gov.uk/blog/guidance/flood-risk-and-coastal-change/site-specific-flood-risk-assessment-checklist/#paragraph_068 (Accessed 26th November 2015)



Appendix A

Location Plan BCAL Drg 5433-01



Appendix B

Existing Site Layout Site Location Plan



Appendix C

Proposed Site Layout Seagrave Developments Drg 15-136-01 F



Appendix D

Topographical Survey MK Surveys Drg 21141-1

S1

S2

S3

S4

S5

S6

S7

CA

RE

Y S

TR

EE

T

No. 33

CA

RE

Y S

TR

EE

T

PERCY HAWKINGS& SON LTD

Topographical Survey

Description Date

0m 2 4 6 8 10 12 14 16 18 20 22

Carey StreetKettering

Northamptonshire

Seagrave Developments Ltd

Notes :

1. GRID AND LEVELS BASED ON ORDNANCE DATUM, DERIVED FROM THENATIONAL GPS NETWORK. LSF HAS BEEN REMOVED FROM ALLCALCULATIONS.

2. DRAINAGE INFORMATION HAS BEEN DETERMINED WITHOUT MANENTRY INTO CHAMBERS AND WHILST EVERY EFFORT HAS BEEN MADETO CORRECTLY IDENTIFY THIS INFORMATION, IT SHOULD ALWAYS BECHECKED IN AREAS THAT ARE CRITICAL TO THE FUTURE PROPOSAL.

3. ALL SEWERS ARE PRESUMED TO BE STRAIGHT BETWEEN CHAMBERS,WITH ROUTES /CONNECTIVITY OBTAINED USING ACOUSTIC METHODSONLY. THESE ARE TO BE CONSIDERED ASSUMED AND SHOULD BEINVESTIGATED FURTHER IN CRITICAL AREAS.

Coordinate TableStation Description Easting Northing Level

Scale Sheet Size: Sheet Number: Date:

Surveyed By:Project Number:

1:200 A1 1 JUNE 2015

DO21141

Approved By:

RPE

Rev:

-

www.mksurveys.com

Milton KeynesTel 01908 565561 [email protected] 01865 594979 [email protected]

West MidlandsTel 01384 404203 [email protected] MidlandsTel 0116 2849127 [email protected]

HorshamTel 01403 243162 [email protected]

www.surveys4bim.co.uk

Appr. bySurv. by

TOPOGRAPHICAL KEY

OPEN SIDED BUILDING

OVERHEAD ELECTRIC

OVERHEAD TELECOM

CONTOUR

BORE HOLE

TRIAL HOLE

GLASSHOUSE

SPOT LEVEL

WALL

BUILDING

FOUL SEWER

SURFACE SEWER

25.50

127.13

BH

TH

TZ

TOP

MARSH / WATERLOGGED

HEDGE SPREADS

WOODLAND CANOPY

ROAD UNKERBED

CHANGE IN SURFACE

GATE

FENCE

KERB CHANNEL

FOOTPATH

TREES

BANKING

SHOWN TOSCALE

BOTTOM

& GIRTHSPREAD

SURVEY STATION 5

RSROAD SIGN

CORRUGATED IRON FENCE

FENCE ABBREVIATIONS

HERAS FENCINGCHAIN LINK FENCE

WIRE MESH FENCE

BARBED WIRE FENCE

POST AND WIRE FENCEPOST AND RAIL FENCE

CLOSE BOARDED FENCE

IRON RAILINGS

WATER LEVEL

TELEPHONE CALL BOX

WATER METER

SURFACE WATER SEWER

TRAFFIC LIGHTTELECOM POLE

RAIN WATER PIPERETAINING WALL

STAY CABLESSTREET NAME PLATE

UNABLE TO LOCATE

VENT PIPE

WASH OUT

STOP COCK

STOP VALVE

B/W

W/M

I/RH/EC/L

C/B

C/I

P/RP/W

WLWM

SWS

TCB

RWPRW

SNP

UTL

WO

VP

TPTL

SV

ST

SC

BDBACK DROP

ELECTRICITY CONTROL BOX

ORDNANCE SURVEY BENCH MARK

FOUL WATER SEWER

INSPECTION COVER

KERB OUTLET

MARKER POST

RODDING EYE

INVERT LEVEL

LETTER BOXLITTER BINMANHOLE

METER

LAMP POST

GAS VALVEGULLY

BT INSPECTION COVER

ELECTRICITY POLE

GAS RISER

COVER LEVELCONTROL BOXCABLE TV COVER

FLOOR LEVEL

CATCH PIT

FOOTPATH

DRAINAGE CHANNEL

EARTH ROD

BOLLARDBUS STOP

BRICK

FWS

BIN

OSBMRE

MT

MHMK

LB

KOLP

ICIL

GYGV

C/PIT

CATV

ERFLFP

GR

EBEP

DCH

BT

CBCL

BOBS

BK

GENERAL ABBREVIATIONS

AIR VALVE AV

CONCRETE PANEL FENCE CPL

SOIL VENT PIPE SVP

AIR CONDITIONING UNIT ACU

TACTILE PAVING TAC

UNABLE TO RAISE UTRUNABLE TO SURVEY UTS

S1 Road Nail 487419.763 278927.948 79.624

S2 Road Nail 487393.050 278991.566 79.993

S3 Road Nail 487378.204 278918.891 77.797

S4 Road Nail 487381.759 278986.213 78.461

S5 Road Nail 487365.101 278977.562 78.459

S6 Road Nail 487364.275 278948.543 77.983

S7 Road Nail 487353.394 278970.112 77.999

278900 N

4873

50 E

278950 N

279000 N

4874

00 E

4873

50 E

4874

00 E

278900 N

278950 N

279000 N



Appendix E

Existing and Proposed Impermeable Areas BCAL 5433-03-A



Appendix F

Flood Map for Planning (Rivers and Sea)

Environment Agency website extract downloaded on 26th November 2015 Contains Environment Agency information © Environment Agency and database right



Appendix G

EA – Risk of Flooding from Surface Water Map




Appendix H

Risk of Flooding from Reservoirs Map


5433R001 Flood Risk Assessment Proposed Residential Development at Carey Street, Kettering January 2016


Appendix I

Flood Warning Areas




Appendix J

Groundwater Protection Zone




Appendix K

Anglian Water Historic Record Plan



Appendix L

Anglian Water Asset Plan No. 153413-2

This plan is provided by Anglian Water pursuant its obligations under the Water Industry Act 1991 sections 198 or 199. It must be used in conjunction with any search results attached. The information on this plan is based on data currently recorded but position must be regarded as approximate. Service pipes, private sewers and drains are generally not shown. Users of this map are strongly advised to commission their own survey of the area shown on the plan before carrying out any works. The actual position of all apparatus MUST be established by trial holes. No liability whatsoever, including liability for negligence, is accepted by Anglian Water for any error or inaccuracy or omission, including the failure to accurately record, or record at all, the location of any water main, discharge pipe, sewer or disposal main or any item of apparatus. This information is valid for the date printed. This plan is produced by Anglian Water Services Limited (c) Crown copyright and database rights 2015 Ordnance Survey 100022432.This map is to be used for the purposes of viewing the location of Anglian Water plant only. Any other uses of the map data or further copies is not permitted. This notice is not intended to exclude or restrict liability for death or personal injury resulting from negligence.

Foul Sewer

Combined Sewer

Rising Main

Decommissioned Sewer

Outfall

Manhole

Sewage Treatment Works

Pumping Station

(Colour denotes effluent type)

Inlet

Date: 18/08/15 Scale: 1:1250 Wastewater Plan A4Map Centre: 487375,278977(c) Crown Copyright and database rights 2015 Ordnance Survey 100022432 Data updated: 15/06/15 Our Ref: 153413 - 2

Carey Street

[email protected]

Surface Sewer

Final Effluent

Private Sewer


(Colour denotes effluent type)(Colour denotes effluent type)



Manhole Reference Liquid Type Cover Level Invert Level Depth to Invert

2004 F 80.738 78.238 2.5

2005 F 80.82 78.28 2.54

2007 F - - -

2802 F 86.157 83.387 2.77

2901 F 86.02 82.69 3.33

2902 F 82.16 79.481 2.679

2904 F 81.456 78.936 2.52

2905 F 85.397 83.557 1.84

3002 F 79.844 77.094 2.75

3004 F 79.875 77.255 2.62

3006 F 79.8 77.39 2.41

3007 F 79.43 - -

3008 F 80.557 77.837 2.72

3009 F 80.643 78.633 2.01

3010 F 80.494 78.424 2.07

3011 F 79.753 77.133 2.62

3012 F 79.86 77.257 2.603

3901 F 80.107 78.017 2.09

3902 F 79.151 76.651 2.5

3903 F - - -

3904 F 79.53 77.59 1.94

3905 F 79.128 77.028 2.1

4004 F 83.88 81.97 1.91

4006 F 83.46 79.73 3.73

4007 F 81.77 79.73 2.04

4901 F - - -

4904 F 83.41 82.01 1.4

4905 F 81.327 79.897 1.43

4906 F 79.521 78.191 1.33

4907 F 83.45 82.17 1.28

4908 F 82.993 - -

5902 F - - -

Manhole Reference Liquid Type Cover Level Invert Level Depth to Invert

2051 S 80.803 79.003 1.8

2052 S 80.841 78.931 1.91

2054 S 80.674 79.394 1.28

2951 S 86.07 84.56 1.51

2952 S 82.154 80.594 1.56

2953 S 83.978 82.788 1.19

3051 S 80.502 78.492 2.01

3052 S 80.852 78.652 2.2

3053 S 79.689 77.749 1.94

3851 S 78.592 75.672 2.92

3951 S 80.105 79.065 1.04

3952 S 79.296 76.716 2.58

3953 S 79.358 76.038 3.32

3954 S 79.354 75.864 3.49

4052 S 84.28 83.22 1.06

4053 S 83.48 82.07 1.41

4054 S 81.81 80.23 1.58

4854 S 78.466 75.606 2.86

4951 S 91.373 80.473 10.9

4952 S 79.37 77.92 1.45

4953 S 79.644 77.124 2.52

5051 S 86.089 84.949 1.14

Our Ref: 153413 - 2



Appendix M

Extracts from Soiltechnics Ground Investigation Report dated October 2015

Residential redevelopment Carey Street, Kettering

Report: STM3285A-G01 Page 1 of 1 October 2015 Revision 0 Report section 5

5 Ground conditions encountered

5.1 Soils/rocks 5.2 Groundwater

5.1 Soils/Rocks 5.1.1 Each exploratory excavation encountered a similar profile of soils considered to be

Made Ground overlying Whitby Mudstone Formation. 5.1.2 The Made Ground comprised a chaotic mixture of yellow brown, brown and dark

brown sandy clay and brown, red brown and grey clayey sand with varying concentrations of gravel and occasional to frequent cobbles of brick and concrete. The gravel comprised brick, concrete, sandstone, bituminous bound material, glass, plastic and ceramic. The depth of the Made Ground was not proven within any of the trial pits. Within the boreholes, the Made Ground generally extended to depths between 2.1m and 2.6m, however, shallow Made Ground to a depth of 0.3m was encountered within DTS03.

5.1.3 Whitby Mudstone Formation was encountered in the boreholes and comprised high

to very high strength brown and grey clay. The Whitby Mudstone Formation extended beyond the termination depths of the boreholes.

5.1.4 With the exception of Made Ground, the investigation generally confirmed

published geological records. 5.2 Groundwater 5.2.1 No groundwater inflows were observed in any of the exploratory excavations at the

time of investigation. However, groundwater was recorded during our subsequent monitoring visits, with a summary of our observations to date tabulated below. This section will be updated on completion of our remaining monitoring visits.

Table summarising groundwater observations Exploratory point Date of monitoring Depth (m) below ground levels

DTS02 16.09.15 1.25 08.10.15 2.13 16.10.15 1.24

DTS03 16.09.15 1.03 08.10.15 0.85 16.10.15 1.28

DTS04 16.09.15 1.66 08.10.15 1.43 16.10.15 1.70

Table 5.2.1

Residential redevelopment Carey Street, Kettering

Report: STM3285A-G01 Page 4 of 6 October 2015 Revision: 0 Report section 7

7.4 Ground Floor Construction 7.4.1 In view of the thickness of Made Ground at the site, we recommend a suspended

ground floor is adopted 7.4.2 If a piled foundation is selected then a suspended floor could also be adopted

supported off piled foundations. 7.5 Service Trench Excavations 7.5.1 It is difficult to predict the stability of trench sides from borehole investigations.

Generally we would anticipate a risk of some overbreak/instability in the Made Ground deposits. There is also a risk of some water being encountered is basal deposits of the Made Ground as they overlie the relatively impermeable Whitby Mudstone Formation deposits.

7.5.2 We recommend any trench excavation requiring human entry is shored as necessary

to conform with current best practice, and accepted by the Health and safety Executive (HSE) and in particular, following guidance provided in the HSE publication ‘Health and Safety in Construction (HSG 150)’ (www.hse.gov.uk).

7.6 Infiltration Potential 7.6.1 The Whitby Mudstone Formation deposits are, in our opinion, effectively

impermeable and would not be able to dispose of water using soakaway systems. 7.7 Pavement Foundations 7.7.1 It is anticipated that the proposed access road and associated hardstanding areas

will be located at or about existing ground levels with formation located on Made Ground soils.

Key to legends, columns & water observations Driven tube sampling

Key to legends

Composite materials, soils and lithology

Topsoil Made Ground Boulders

Chalk Clay Coal

Cobbles Cobbles & Boulders Concrete

Gravel Limestone Mudstone

Peat Sand Sand and Gravel

Sandstone Silt Silt / Clay

Note: Composite soil types are signified by combined symbols. Siltstone

Key to ‘test results’ and ’sampling’ columns

Test result Sampling

Depth Records depth that the test was carried out (i.e.: at 2.10m or between 2.10m and 2.55m)

From (m) To (m)

Records depth of sampling

Result

PID - Photo Ionisation Detector result (ppm equivalent Isobutylene) PP – Pocket penetrometer result (kN/m2) HVP – Hand held shear vane result (kN/m2) PP result converted to an equivalent undrained shear strength by applying a factor of 50. Where at least 3 results obtained at same depth then an average value may be reported.

Type

D Disturbed sample

B Bulk disturbed sample

ES Environmental sample comprising plastic and/or glass container

W Water sample

SPT – Standard Penetration Test result (uncorrected) SPT(c) – Standard Penetration Test result (solid cone) (uncorrected)

U (32)

Undisturbed sample 100mm diameter sampler with number of blows of driving equipment required to obtain sample

Water observations Standpipe details Described at foot of log and shown in the ‘water strike’ column.

= water level observed after specified delay in drilling

= water strike

Density Density recorded in brackets inferred from density testing and soil descriptions from across the site (i.e.: [Medium dense]).

Gravel filter

Bentonite

Arisings

Slotted pipe

Unslotted pipe

WELL DESCRIPTION

Yellow brown gravelly CLAY with occasional cobbles of sandstone. Gravel consists of ne to medium grained sandstoneMADE GROUND

High strength grey mo led orange slightly sandy CLAY.MADE GROUND

Medium strength brown slightly gravelly CLAY. Gravel consists of fragments of bituminous bound material. Cobble of sandstone at 0.5-0.8m. MADE GROUND

Medium strength brown mo led grey CLAY.WHITBY MUDSTONE FORMATION

Very high strength grey mo led brown CLAY.WHITBY MUDSTONE FORMATION

BOREHOLE TERMINATED AT 3.00m

LEGEND DEPTH(m)

0.30

0.50

2.10

2.80

3.00

WATERSTRIKE

TEST RESULTSTYPE/

DEPTH (m) RESULT

SAMPLINGFROM

(m)

0.10

0.30

0.50

0.80

2.20

2.80

TO (m)

0.50

1.00

2.50

3.00

TYPE

D

ES

D

B

B

B

PP 0.30 100

PP 0.60 75

PP 0.90 50

PP 2.80 200

Residen al development,

Carey Street, Ke ering

Notes: 5% recovery between 1-2m depths. For Dynamic Cone Penetra on tes ng, refer to DCP02.

Ground level (mAOD) Co-ordinates

Groundwater observa onsNo groundwater encountered.

TitleDriven tube sampler borehole record

Date of excava on (range if applicable)03/09/2015

Loca on plan on drawing number02

Surface breakingNo

AppendixD

DTS01Report ref: STM3285A-G01 Revision: 0

WELL DESCRIPTION

Medium strength brown slightly sandy slightly gravelly CLAY. Gravel consists of small to medium concrete, bituminous bound material and brick.MADE GROUNDYellow brown gravelly CLAY. Gravel consists of ne to medium sandstoneMADE GROUNDHigh strength brown slightly gravelly CLAY. Gravel consists of fragments of bituminous bound material and brick. MADE GROUNDHigh strength grey mo led orange slightly sandy CLAY.MADE GROUNDMedium strength brown slightly gravelly CLAY. Gravel consists of fragments of bituminous bound material and brick.MADE GROUND

Low strength brown slightly gravelly CLAY. Gravel consists of fragments of bituminous bound material. MADE GROUND

High strength brown mo led grey CLAY.WHITBY MUDSTONE FORMATION

High strength grey mo led brown CLAY.WHITBY MUDSTONE FORMATION


LEGEND DEPTH(m)

0.10

0.30

0.50

0.80

2.00

2.30

2.70

4.00

WATERSTRIKE

TEST RESULTSTYPE/

DEPTH (m) RESULT

SAMPLINGFROM

(m)

0.10

0.30

0.50

0.80

2.20

3.20

TO (m)

1.00

2.60

3.80

TYPE

ES

D

D

B

B

B

PP 0.30 100

PP 0.60 100

PP 0.90 75

PP 2.10 38

PP 2.40 150

PP 2.80 138

PP 3.20 150

PP 3.60 138



Notes: 10% recovery between 1-2m depths. Standpipe installed to 4m depth. For Dynamic Cone Penetra on tes ng, refer to DCP01.






Surface breakingNo

AppendixD


WELL DESCRIPTION

Medium dense brown slightly clayey gravelly SAND with occasional cobbles of brick. Gravel consists of ne to coarse brick, concrete, bound bituminous material, glass and sandstone.MADE GROUNDHigh strength grey mo led orange brown CLAY.WHITBY MUDSTONE FORMATION

High strength grey slightly gravelly CLAY. Gravel consists of ne grained mudstone. WHITBY MUDSTONE FORMATION


LEGEND DEPTH(m)

0.30

2.30

3.00

WATERSTRIKE

TEST RESULTSTYPE/

DEPTH (m) RESULT

SAMPLINGFROM

(m)

0.10

0.30

0.50

0.80

1.60

2.40

TO (m)

1.20

2.00

2.90

TYPE

D

D

ES

B

B

B

PP 0.30 88

PP 0.60 75

PP 0.90 88

PP 1.20 100

PP 1.50 113

PP 1.80 138

PP 2.10 175

PP 2.40 138

PP 2.70 138



Notes: 80% recovery between 1-2m depths. Standpipe installed to 3m depth.






Surface breakingNo

AppendixD


WELL DESCRIPTION

Medium strength brown slightly sandy gravelly CLAY with occasional cobbles of brick. Gravel consists of ne to coarse brick, concrete, bound bituminous material, glass and sandstone.MADE GROUND

Low strength brown sandy CLAY.MADE GROUND

Medium strength brown gravelly CLAY. Gravel consists of charcoal, brick and mudstone.MADE GROUND

High strength grey mo led brown slightly gravelly CLAY. Gravel consists of mudstone.WHITBY MUDSTONE FORMATION


LEGEND DEPTH(m)

1.00

2.00

2.60

4.00

WATERSTRIKE

TEST RESULTSTYPE/

DEPTH (m) RESULT

SAMPLINGFROM

(m)

0.10

0.30

0.50

0.80

1.20

2.00

2.80

3.60

TO (m)

1.00

1.50

2.40

3.20

4.00

TYPE

D

D

D

B

B

B

B

B

PP 0.30 63

PP 0.60 25

PP 0.90 75

PP 1.50 38

PP 2.20 50

PP 2.70 75

PP 3.20 88

PP 3.50 100

PP 3.80 100



Notes: Standpipe installed to 4m depth. For Dynamic Cone Penetra on tes ng, refer to DCP03.






Surface breakingNo

AppendixD


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