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PROPOSED RESIDENTIAL DEVELOPMENT

LAND ADJACENT CHAWTON PARK ROAD, ALTON, HAMPSHIRE

Surface Water Drainage Strategy

Report No. 13-231-01

December 2013

PROPOSED RESIDENTIAL DEVELOPMENT

LAND ADJACENT TO CHAWTON PARK ROAD, ALTON, HAMPSHIRE

Surface Water Drainage Strategy

Odyssey Markides LLP

Tuscany House

White Hart Lane

Basingstoke

Hampshire

RG21 4AF

Tel: 01256 331144

Fax: 01256 331134

[email protected]

Project No. 13-231

December 2013

Proposed Residential Development, 13-231 Land adjacent to Chawton Park Road, Alton, Hampshire Surface Water Drainage Strategy December 2013

TS/ts/Report/13-231-01 (i)

DOCUMENT CONTROL SHEET

REV ISSUE PURPOSE AUTHOR CHECKED REVIEWED APPROVED DATE

- For review TS SJO RS BAC Dec 2013


TS/ts/Report/13-231-01 (ii)

CONTENTS PAGE

1. Introduction 1

2. Development Proposals 2

3. Baseline Conditions 3

4. Flood Risk Legislation and Policy Review 6

5. Surface Water Drainage Strategy 14

6. Foul Drainage Strategy 19

7. Impact on Other Land 20

8. Conclusions 21

APPENDICES

Figure 1 Site Location Plan

Appendix A Proposed Masterplan

Appendix B Topographical Survey

Appendix C Groundwater and Flood Mapping - Environment Agency

Appendix D Sewer Record Extracts – Thames Water Utilities Limited

Appendix E Ground Investigation Extracts

Appendix F Outline Drainage Strategy (Drawing no. 13-231-001)

Appendix G Micro Drainage Surface Water Storage Calculations


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1.0 INTRODUCTION

1.1 Odyssey Markides LLP has been commissioned by BNP Paribas to undertake

a Surface Water Drainage Strategy (SWDS) to support a detailed planning application

for a new bowling club on the land adjacent to Chawton Park Road in Alton,

Hampshire. A site location plan is presented as Figure 1.

1.2 The existing site is approximately 0.5ha and is occupied with an open grass

field and trees. The proposals for the new Bowling Club comprise the construction of

a new sports club building, bowling green pitch, car park and associated access road

from a shared access serving the neighbouring Nursery & Girl Guide Centre. A copy of

the proposed site plan can be found in Appendix A.

1.3 This report comprises the following elements:

Review existing legislation, policy and supporting documents in relation to

flood risk and surface water drainage;

Demonstrate through use of an effective surface water drainage strategy,

incorporating sustainable drainage systems (SuDS), that any potential

flooding on this site can be safely mitigated in accordance with the

requirements of the National Planning Policy Framework (Communities and

Local Government, March 2012) (NPPF);

Prepare a surface water drainage strategy illustrating how the site can be

drained effectively and in accordance with the requirements of East

Hampshire District Council (EHDC), Hampshire County Council (HCC), the

Environment Agency (EA) and Thames Water Utilities Limited (TWUL).

1.4 This drainage strategy has been prepared in accordance with the requirements

set out in the NPPF and EA Guidance.


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2.0 DEVELOPMENT PROPOSALS

2.1 The development proposals comprise a new sports club building, bowling green

pitch, car parking and associated access road. A copy of the proposed masterplan can

be found in Appendix A.

2.2 Access to the new Bowling Club will be at the north eastern boundary via an

existing access road off Chawton Park Road, which also serves the Nursery and Girl

Guide Centre.

2.3 Surface water run-off will be managed using a SuDS management train making

use of infiltration trenches and permeable paving.

2.4 The foul water drainage system will be designed in accordance with the

requirements of Part H of the Building Regulations and will discharge to the existing

on-site public foul sewer in the north of the site, subject to agreement with TWUL. The

foul drainage strategy is discussed in detail in Chapter 6.


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3.0 BASELINE CONDITIONS

Sources of Information

3.1 The baseline conditions for this site have been established using the following

sources and references:

EA mapping;

TWUL Asset location plans;

British Geological Survey (BGS) mapping;

Existing Topographical Survey undertaken by Site Vision Surveys Limited;

EHDC’s Strategic Flood Risk Assessment (SFRA);

Phase 1 Desk Top Study by Soil Environment Services Ltd;

Trial Pits and Soakaway Tests by Geo-Environmental (ref:

GE9666/GR02/131108).

Site Description

3.2 The site is bounded to the north by Chawton Park Road, to the east by a

Nursery & Girl Guide Centre, to the west by a Cardiac Rehabilitation Centre and to the

south by Tennis Courts and open grass fields. The approximate centre of the site is at

Ordnance Survey (OS) Grid Reference 470770E, 138224N.

3.3 The site currently comprises of vacant an open grass field with trees.

Site Topography

3.4 The site generally slopes from south-west to north-east. The highest level on

the site is approximately 119.91 mAOD near the south-west boundary of the site, the

lowest level is approximately 116.43 mAOD in the north-east of the site. The

topographical survey is presented as Appendix B.


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Geology

3.5 BGS mapping indicates that the bedrock beneath the site is the Holywell

Nodular Chalk Formation. No superficial geology has been recorded on this site.

3.6 Intrusive ground investigations including falling head infiltration testing has

been conducted on this site. Trial pits were excavated to a depth of 0.8m bgl (below

ground level). The results of the investigations indicate that the site is underlain by

clayey SILT and SAND HEAD DEPOSITS. A copy of the trial pit logs can be found in

Appendix E.

Hydrology

3.7 The EA’s Flood Map indicates that the site is located in Flood Zone 1. The EA’s

Flood Map is presented as part of Appendix C.

3.8 The Lavant Stream is the closest watercourse and is located approximately

300m south of the site.

Hydrogeology

3.9 Groundwater mapping published by the EA indicates that the site is located

over a Groundwater Vulnerability Zone designated Major Aquifer – High, with the

bedrock beneath the site designated as a Principal Aquifer. No superficial geology is

recorded. It is not located over a groundwater source protection zone; however, Zone

2&3 of a groundwater source protection zone are situated approximately 13m north of

the site boundary. The EA’s groundwater mapping is presented as part of Appendix

C.

3.10 EHDC’s SFRA indicates that there has been no known groundwater flooding

events within the vicinity of the site.


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Existing Surface Water Drainage Regime

3.11 The existing site generally falls from south-west to north-east, towards the

Chawton Park Road. As the site is open grass fields it is assumed that the existing

surface water run-off drains naturally to ground.

Existing Foul Water Drainage Regime

3.12 A foul sewer currently runs along Chawton Park Road conveying flows in an

easterly direction. There is an existing private 100mm diameter foul sewer located

within the site at the north eastern corner. It is assumed that this existing private

network currently serves the Nursery & Girl Guides Centre. Extracts from the TWUL

sewer records are presented as Appendix D.


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4.0 FLOOD RISK LEGISLATION AND POLICY REVIEW

Legislation

Flood and Water Management Act 2010

4.1 The Flood and Water Management Act 2010 (FWMA) received Royal Assent on

8th April 2010. The Act was introduced to enforce some of the key proposals set out

within UK Government flood and water strategies along with the UK Government’s

response to Sir Michael Pitt’s Review of the summer 2007 floods.

4.2 Relevant to development sites, the FWMA is intended to encourage the uptake

of SuDS by removing the automatic right to connect to sewers and providing for

unitary and County Council’s to adopt SuDS for new developments.

4.3 The development proposals will adhere to the FWMA through the provision of

SuDS as a fundamental element of the surface water drainage system. Furthermore,

BNP Paribas are committed to working with the relevant stakeholders, such as the EA,

EHDC, HCC in implementing the requirements of the FWMA.

Flood Directive - The Flood Risk Regulations 2009

4.4 The Flood Risk Regulations 2009 came into force on 10th December 2009,

transporting the European Floods Directive into domestic law. In essence the

Regulations require the EA to prepare flood risk assessments, maps and plans for sea,

main river and reservoir flood risk and will require lead local flood authorities (unitary

and county councils) to do the same for all other forms of flooding.


TS/ts/Report/13-231-01 (7)

National Policy

National Planning Policy Framework 2012

4.5 The National Planning Policy Framework 2012 (NPPF) replaced all planning

policy statements (including Planning Policy Statement 25: Development and Flood

Risk) upon publication in March 2012.

4.6 The NPPF sets out the Government’s planning policies for England and Wales,

and how these policies should be applied. The Technical Guidance to the NPPF (TG)

published in unison with the NPPF provides additional guidance and retains the key

elements of the now superseded PPS25.

4.7 The NPPF states that “inappropriate development in areas at risk of flooding

should be avoided by directing development away from areas of highest risk, but

where development is necessary, making it safe without increasing flood risk

elsewhere.”

4.8 When determining planning applications, local planning authorities should

ensure flood risk is not increased elsewhere and only consider appropriate

development in areas at risk of flooding where, following application of the Sequential

Test (and if required, the Exception Test) it can be demonstrated that:

Within the site, the most vulnerable development is located in areas of

lowest flood risk unless there are overriding reasons to prefer a different

location; and,

Development is appropriately flood resilient and resistant, including safe

access and escape routes where required, and that any residual risk can

be safely managed, including by emergency planning; and it gives priority

to the use of Sustainable Drainage Systems. (NPPF, 2012)


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4.9 All land in England and Wales is classified into three main Flood Zones which

refer to the probability of river or sea flooding (ignoring the existence of defences).

The TG identifies and describes the EA Flood Zones as:

Flood Zone 1: Low Probability defined as land assessed as having less

than 1 in 1,000 annual probability of river or sea flooding (<0.1%),

Flood Zone 2: Medium Probability defined as land assessed as having

between 1 in 100 and 1 in 1,000 annual probability of river flooding (1% -

0.1%) or between 1 in 200 and 1 in 1,000 annual probability of sea flooding

(0.5% - 0.1%),

Flood Zone 3a: High Probability defined as land assessed as having a 1 in

100 or greater annual probability of river flooding (≥1%), or a 1 in 200 or

greater annual probability of sea flooding (≥0.5%),

Flood Zone 3b: The Functional Floodplain defined as land where water has

to flow or be stored in times of flood (as identified by local planning

authorities in their SFRA's).

4.10 In accordance with the NPPF. A site specific FRA is required for:

Proposals of 1 hectare or greater in Flood Zone 1,

All proposals for development in Flood Zones 2 and 3,

An area within Flood Zone 1 which has critical drainage problems,

Development or change of use to a more vulnerable class that may be

subject to other sources of flooding.

4.11 Given the above, the site does not require a site-specific FRA on the basis

that the site is less than one hectare and the area of development is located within

Flood Zone 1.


TS/ts/Report/13-231-01 (9)

4.12 Greenfield sites rely on natural drainage to convey or infiltrate rainfall. In

general, site development can reduce the permeability of the site if not well designed,

increasing the volume and rate of surface water running off the site to nearby

watercourses. This in turn potentially increases flood risk to downstream areas.

Therefore appropriate drainage flow regulation arrangements may be required for new

developments to ensure that flood risk to others is not increased and attempts to

mimic the existing characteristics of the site in the form of Sustainable Drainage

Systems (SuDS) wherever physically possible.

National Standards for Sustainable Drainage Systems 2011

4.13 The National Standards for Sustainable Drainage Systems (NSSDS) was

published in draft format in December 2011. This Department for Environment, Food

and Rural Affairs (DEFRA) document provides guidance on designing, constructing,

operating and maintaining drainage for surface run-off.

4.14 The standards are to be used in order to manage surface run-off in accordance

with Schedule 3 of the FWMA.

4.15 The standards state the run-off destination should be considered in the

following order of preference:

Discharge into the ground (infiltration);

Discharge to a surface water body;

Discharge to a surface water sewer;

Discharge to a combined sewer.

4.16 Although yet to be formally adopted, the NSSDS provides guidance on run-off

destination, peak flow rate, volume and control of water quality and function.


TS/ts/Report/13-231-01 (10)

4.17 The NSSDS sets out the requirements in order to obtain approval from the

SuDS Approving Body (SAB) for operating and maintaining SuDS. In addition to the

standards, the Local Planning Authority may set local requirements for planning

permission that have the effect of more stringent requirements than that of the

standards.

East Hampshire District Strategic Flood Risk Assessment

4.18 East Hampshire District Council are required to produce a Strategic Flood Risk

Assessment (SFRA) in accordance with the now superseded Planning Policy

Statement 251 (PPS25) and; Development & Flood Risk, a Practice Guide Companion

to the PPS25. The SFRA will “…inform the plan-making process of the a Local

Development Framework” and “…in particular inform the Core Strategy, the

Development Control Policies and the Development Provisions and Allocations

documents”.

4.19 The East Hampshire District Strategic Flood Risk Assessment (April 2008), a

living document, will inform Local Planning Authorities of flood related issues within the

District, aiding the decision process for development provision and allocations via the

Sequential Approach and Sequential Test as defined by NPPF.

4.20 The objective of the SFRA is to reduce the exposure of new developments to

flooding and minimise exacerbating risk to existing developments and reduce the

reliance on long-term maintenance of built flood defences.

4.21 The SFRA is a Level 1 study presented in a single main report document with

figures and appendices providing additional flood mapping information.

4.22 Tile Flood Maps A to E represent flood extents, produced by the Environment

Agency in December 2007 as derived from the ‘Jflow’ generalised computer modelling.

It should be noted that ‘Jflow’ is a ‘coarse modelling approach’ with a large number of

assumptions incorporated within the model. In some locations the river centreline

incorporated into Jflow modelling was found to be erroneous with the result that the

associated flood plains deviate from the natural valleys, as can been seen evident on

the tile flood maps.


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4.23 The tile flood maps can still be used to identify locations of Localised Flooding

Areas (relate to historical flooding at individual locations), sewerage undertaker’s

sewer flooding incidents and flooding due to other sources.

The Water Industry Act 1991

4.24 The Water Industry Act 1991 (WIA) (HMSO, 1991) was introduced to

consolidate previous water supply and wastewater services enactments in the UK.

Section 94 sets out the principal duties and standards of performance to sewerage

undertakers which include the duty ‘to provide, improve and extend such a system of

public sewers (whether inside its area or elsewhere) and so to cleanse and maintain

those sewers as to ensure that that area is and continues to be effectually drained’.

4.25 Relevant to new development, Section 104 and Section 106 of the WIA

provides the framework for the adoption of sewers, subject to an agreement with the

sewerage undertaker, who in this case is TWUL.

4.26 Section 98 of the WIA provides the legal mechanism through which the

appropriate infrastructure can be requested (by the developer) and provided to drain a

specific location off-site through third party land.

4.27 Section 106 allows the sewerage undertaker a 21 day notice period prior to the

connection works being undertaken. During this time the application may be refused if

the undertaker considers that the connection mode or condition of the connecting

sewer does not satisfy the required standards. The undertaker cannot refuse the

connection based on inadequate capacity.

Transfer of Private Sewers

4.28 It should be noted that the Water Industry (Schemes for Adoption of Private

Sewers) Regulations 2011 has transferred private sewers into the ownership of

statutory sewerage companies in England since October 2011. The Government are

also taking steps to stem the proliferation of newly built sewers in order to prevent the

recurrence of existing ownership/maintenance problems in the future.


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Pitt Review

4.29 In response to the severe flooding in the UK during the summer of 2007, the

government commissioned an independent review on lessons to be learned. The Pitt

Review was comprehensive and considered all stages of flooding - preparedness,

response and recovery - as well as the coordination, responsibilities, and legislation

necessary to ensure the UK can advance in the area of flood risk management.

Sewers for Adoption 7th Edition

4.30 Sewers for Adoption (SFA) 7th Edition provides guidance for developers for the

design and construction of both surface and foul water sewers to be offered for

adoption. The guidance is provided in consultation with Water Undertakers. However,

please note that whilst SFA 7th Edition is the latest publication, until Section 42 of the

FWMA is enforced SFA 6th Edition can still be implemented.

4.31 The SFA places responsibility (in England and Wales) for existing and future

private sewers and lateral drains that connect to the public sewer system to the water

and sewerage companies.

4.32 The SFA will provide detailed guidance to support the Mandatory Build

Standard whereby; it will be mandatory for new sewers and lateral drains (between the

sewer and the serviced property boundary) to be adopted to public status by the

sewerage undertaker.

4.33 The guidance for foul sewer design in Sewers for Adoption states:

‘The design of flows for gravity sewers for residential developments should be

4,000 litres/unit dwelling/per 24 hours.’

Building Regulations

4.34 Where drainage within a development is not to be adopted by the sewerage

undertakers, the so called private sewers will require to meet the standards as set out


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in Building Regulations 2002, Part H ‘Drainage and Waste Disposal’ guidance on the

design of private sewers.

4.35 Specific guidance can be found within the following sections of the Building

Regulations 2002 Part H.

H1 – Foul water drainage

H2 – Wastewater treatment systems and cesspools

H3 – Rainwater drainage

H4 – Building over sewers

H5 – Separate systems of drainage

H6 – Solid waste storage

Pollution Prevention Guidance

4.36 For sewers not connected to a public adopted system, the Environment

Agency’s Pollution Prevention Guidance 4 (PPG4) ‘Treatment and Disposal of Sewage

where no foul sewer is available’ should be considered. However this guidance states

that “discharge to a foul sewer is the preferred option as the sewage is conveyed to a

purpose built and closely monitored sewage treatment plant, so development

proposals in sewered areas should connect to public sewers.”


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5.0 SURFACE WATER DRAINAGE STRATEGY

Sustainable Drainage Systems

5.1 The NPPF and EA guidance requires developments to employ SuDS

techniques where feasible in the management of site run-off and surface water

drainage on all new developments. Careful design of SuDS features can ensure that

the proposed surface water regime closely reflects the natural hydrology and

hydrogeology of the site.

5.2 The key benefits of the proposed SuDS on site are as follows:

Improving water quality over a conventional piped system by allowing the

settlement of pollutants.

Improving amenity through the provision of open green space and wildlife

habitat.

Enabling a natural drainage system which maintains the existing surface

water flow regime.

5.3 Source Control is a key element of SuDS and is now identified in Part H of the

Building Regulations 2002 as taking preference over conventional drainage systems.

Part H now states:

“Rainwater from a system provided pursuant to sub-paragraphs (1) or (2)

shall discharge to one of the following, listed in order of priority:

(a) an adequate soakaway or some other adequate infiltration system;

or where that is not reasonably practicable,

(b) a watercourse; or where that is not reasonably practicable,

(c) a sewer.”

5.4 Source control systems treat water close to the point of collection, in features

such as soakaways, permeable pavements and dry swales. As source control


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measures generally rely upon the infiltration of surface water to the ground, it is a

prerequisite that the ground conditions are appropriate. BGS mapping advises the

site is underlain by the Holywell Nodular Chalk Formation which is predominantly

Chalk.

5.5 The soakage potential of this strata is acceptable according to intrusive ground

investigations, extracts of which are presented as Appendix E. The infiltration rate

across this site averages at approximately 2.46.x10-5m/s.

5.6 The surface water run-off from the proposed development is proposed to be

managed using the following methods across the site.

The main access road and car park for the bowling club will be drained

using permeable paving with full infiltration to the sub-strata;

The roof drainage from the new sports club, surrounding small buildings

and hard standings will be collected and conveyed to discharge within

the permeable paving system in the adjacent car park;

The new bowling green will be drained in accordance with Sport

England recommendations with drainage trenches at the perimeter and

within the green at constant intervals. Surface water run-off is to

discharged directly into the ground with an overflow provision to the

permeable paving system in the adjacent car park.

5.7 Utilising permeable paving and infiltration trenches will help cleanse any

surface water of heavy metals, hydrocarbons, rubber dust, silts and other detritus by

settlement prior to entering into the sub-strata.

5.8 The proposed on-site surface water gravity sewer will be designed to cater for

the 1 in 30 year storm. Attenuation systems will store surface water run-off on-site

arising from flood events up to and including the 1 in 100 year plus 30% climate

change storm. A copy of the Surface Water Drainage Strategy drawing (13-231-001)

can be found in Appendix F.


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5.9 The FWMA has amended Section 106 of the Water Industry Act to remove the

automatic right to connect surface water without prior consideration to SuDS.

5.10 SuDS will attenuate and treat surface water run-off at source (source control) in

line with the NPPF with its associated documents and the EA’s policies.

5.11 As part of the requirement of the Code for Sustainable Homes, SuDS will also

benefit the assessment of residential homes in the Code for Sustainable Homes rating

criteria.

Proposed Surface Water Discharge

5.12 The current drainage strategy seeks to discharge all surface water run-off on

site via infiltration techniques up to and including the 1 in 100 year plus 30% climate

change.

Proposed Design Criteria

5.13 Any design and assessment of the requirements for storm drainage will be

based on the following criteria:

Return Period 1 in 30

Flood Protection 1 in 100 year

Sensitivity Check Climate Change to 30%

M5-60 19.90mm

Ratio R 0.35

Minimum Cover to Adoptable Pipes 1.2m

Minimum Velocity (Full Bore) 1m / Sec

Pipe Ks Value 0.6mm

5.14 Based upon the planning layout for the proposed development the impervious

surfacing consists of proposed roofs, roads, driveways and parking areas. The total

impermeable area has been estimated as 0.2ha.


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5.15 Micro Drainage calculations have been prepared for the proposed catchment to

determine the total volume of storage and extent of permeable paving required on site

to accommodate the 100 year event plus 30% climate change in accordance with the

requirements of the NPPF. Micro Drainage surface water storage calculations are

provided in Appendix G.

5.16 To deal with the residual risk of blockage to all on-site drainage features, the

developer and end user will ensure maintenance of their respective drainage system in

line with the manufacturers’ recommendations by the production of a Maintenance

Management Plan. This will ensure that over the lifetime of the proposed development

the drainage system will be properly maintained to ensure continued functionality.

Contamination from Construction

5.17 The construction works must be undertaken in a manner to prevent pollution to

the Lavant Stream and any groundwater or aquifer which may lie beneath the site.

Contractors are to make reference to current legislation and EA guidelines in respect

of construction pollution prevention.

5.18 The contractor will be advised on the removal of any hotspots of contaminated

ground established through an intrusive soil investigation or during excavation works.

5.19 All stocks of materials, oils and fuels are to be stored in a manor preventing

spillage and seepage to ground. Wastewater will not be freely discharged to the

ground or watercourses. All hydrocarbons and chemical spillages will be thoroughly

cleaned by excavation of the polluted ground and disposed of to a licensed waste

depot.

5.20 The list of guidelines below are initial recommendations and not exhaustive. It

will be the responsibility of the contractor to ensure they obtain and understand the

latest legislation and guidelines:

The Groundwater Directive 80/68/EEC. Office Journal of the European

Communities 1980.


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Protection of Groundwater Against Pollution and Deterioration. Office

Journal of the European Union 2006.

Environmental Permitting (England and Wales) Regulations. Draft Statutory

Instruments 2010.

Waste Management – The Duty of Care: A Code of Practice. The Stationary

Office 1996.

Control of Water Pollution from Construction Sites: Guidance for

Consultants and Contractors. CIRIA Report 532. 2001.

Waste Minimisation and Recycling in Construction – A Site Handbook.

CIRIA 1999.

Managing Materials and Components on Site. CIRIA 1998.

Safe Storage and Disposal of Used Oils: PPG8 Environmental Alliance

2004.

Underground, Under Threat. The State of Groundwater in England and

Wales. Environment Agency 2006.

Groundwater Protection: Policy and Practice Document GP3. Environment

Agency 2006.


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6.0 FOUL DRAINAGE STRATEGY

6.1 TWUL are the governing water authority for the area. Any proposed

connections or changes to the existing discharge rates must be approved by TWUL

prior to commencement of any construction works.

6.2 Foul flows generated by these proposals will be conveyed through the site via

gravity drains to the existing private foul water sewer located in the north east of the

site. The new foul network will be designed to meet the requirements of Part H of the

Building Regulations. The final connection to the existing foul water lateral will need to

be agreed with TWUL under a Section 106 Agreement.

6.3 The final foul discharge rate will be determined upon confirmation of the

internal layout of the club house showing numbers of toilets, showers and sinks.


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7.0 IMPACT ON OTHER LAND

7.1 The development proposals will limit surface water run-off from the

development to that of existing greenfield run-off rates. The proposals will provide

surface water infiltration and attenuation on-site to accommodate flood events up to

and including the 1 in 100 year plus 30% climate change flood event in the form of

permeable paving and infiltration trenches.

7.2 As the proposals utilise infiltration where possible and there is no record of the

site flooding, the development should not cause any adverse effects to the existing

off-site flood risk downstream or on adjacent land.


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8.0 CONCLUSIONS

8.1 Information provided by the EA indicates the site is located within

Flood Zone 1, at low risk of flooding.

8.2 The proposed development area is less than 1 hectare in size and therefore in

accordance with the NPPF will not require a Site Specific Flood Risk Assessment in

support of the development proposals and planning submission.

8.3 A Surface Water Drainage Strategy has been prepared to demonstrate that the

proposed surface water run-off from the development can be accommodated within the

site for all storm events up to and including the 1 in 100 year plus 30% climate change

in accordance with the requirements of the NPPF and the EA.

8.4 The proposed Surface Water Drainage Strategy includes permeable paving

allowing full infiltration for full discharge to the ground. The sub-base will provide

attenuation for storms in excess of the natural infiltration rates up to an including the 1

in 100 year event plus 30% climate change.

8.5 Any on-site surface water sewers will be designed to accommodate flows from

the 1 in 30 year storm event, and all surface water attenuation systems will be

designed to accommodate the 1 in 100 year plus 30% climate change storm.

8.6 The proposed foul water drainage scheme will include a network built to meet

the requirements of Part H of the Building Regulations and connect into the existing

foul sewer crossing the north east of the site. TWUL approval will need to be obtained

prior to any new connections or alterations in drainage flows to the public sewers.

8.7 The proposed development will provide means to conveying overland flow

during extreme flood events away from buildings along the car park and access road

by way of the detailed level strategy design.

8.8 The site satisfies the requirements of NPPF with regard to flood risk, surface

water run-off management and the Sequential Test.

FIGURE 1

Site Location Plan

Burgess Hill

Job Title

Drawing Title

Client Scale Date Designed

Checked Approved

Figure No Rev

Drawn

Job No

1:25000 @A4

Site Location Plan

DEC 13 AA

FIGURE 1

AA

13-231

Reproduced from Ordnance Survey with the permissionof theController ofHerMajesty'sStationeryOffice,CrownCopyright Reserved.

LAND AT CHAWTON PARK ROAD,ALTON

TS BAC

Tuscany HouseWhite Hart Lane

BasingstokeHampshireRG21 4AF

Telephone: 01256 331144Fax: 01256 331134

e-mail: [email protected]: www.odysseymarkides.comMarkides

Odyssey-

SITE

APPENDIX A

Proposed Masterplan

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5no. trees to

be removed

footpath

6m wide

access road

car park

NURSERY & GIRL GUIDE CENTRE

access

road

17

8

CAR PARK

25no. spaces

(inc. 2no. disabled)

grass

turning zone for

fire appliance /

refuse vehicle

grass

TENNIS COURTS

ditch

path

hed

ge

fen

ce

ramp

steps

steps

ramp

possible

future

club house

extension

ditch

path

hedge

BOWLING GREEN

38.4 X 38.4m

fence

grass

grass

CARDIAC

REHABILITATION

CENTRE

ditch

path

VIEWING TERRACE

steps

centre line of bowling green

retaining wall

hedge

fence

ditch

pa

th

he

dg

e

1 in

3

gra

ss b

an

k

fe

nce

CLUB HOUSE

C

H

A

W

T

O

N

P

A

R

K

R

O

A

D

+117.40

+117.60

117.30+

+117.65

+117.40

+117.60

117.30+

+117.65

+117.95

+118.00 FFL

vehicle height

restriction

barrier

access for

future

development

lawn

lawn

grass

gates

ST

OR

ES

BINS / CYCLES

underground water

storage tank

5no. new trees

disabledeqp't

AUTHOR \ CHECKED

SCALEDATE

TITLE

DETAIL

DRAWING No. REV.

REVISION COMMENTSDATE AUTHOR / CHECKED

01752 669368PLYMOUTH

EXETER 01392 444334

L H C G R O U P

w w w . l h c . n e t

SOUTHAMPTON 08450 714565

CONTRACTORS MUST CHECK ALL DIMENSIONS ON SITE. ONLY FIGURED DIMENSIONS ARE TO BE WORKED FROM. DISCREPANCIES MUST BE REPORTED TO THE ARCHITECT BEFORE PROCEEDING. C THIS DRAWING IS COPYRIGHT.

DRAWING-STATUS

Ordnance Survey, (c) Crown Copyright 2010. All rights reserved. Licence number 100020449

NORTH

OCT 2013

1:200 @ A1

PROPOSED SITE PLAN

CHAWTON PARK ROAD, ALTON

SS/PF13091 - P.03 A

A DEC '13 ISSUED FOR PLANNING SS/PF

0 2 10 20 m11 3 4 5 15

APPENDIX B

Topographical Survey

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

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B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

T

B

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B

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B

T

B

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B

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B

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B

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B

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B

T

B

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B

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B

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B

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B

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B

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B

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B

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B

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B

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B

T

B

T

B

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B

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B

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B

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B

T

B

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B

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B

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B

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B

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B

T

B

T

B

T

B

T

B

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B

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B

T

B

T

B

T

B

T

B

T

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

2

5

5

2

2

5

2

2

5

1

5

0

2

2

5

2

2

5

1

0

0

1

0

0

1

5

0

150

1

0

0

1

0

0

1

0

0

OSA

OSA

OSA

OSA

OSA

0

.

6

5

d

0

.

4

5

d

0

.

4

5

d

1

.

0

0

d

0

.

4

5

d

0

.

4

5

d

0

.

7

5

d

0

.

3

0

d

2

W

0

.

6

5

d

1

W

0

.

6

5

d

2

W

0

.

6

5

d

0

.

8

0

d

0

.

3

0

d

0

.

4

0

d

0

.

8

5

d

E

O

T

0

.

4

5

d

0

.

9

0

d

0

.

3

5

d

0

.

4

0

d

0

.

5

0

d

OSA

OSA

OSA

E

O

T

E

O

T

1

W

0

.

4

5

d

1

W

0

.

4

5

d

1W EMPTY 0.45d

1W EMPTY 0.45d

IN TRENCH

SCAR

PE WATER

SUPPLY TO

REHAB CENTRE

NO SIGNALS

0

.

5

0

d

0

.

6

0

d

G

P

R

T

R

A

C

E

0

.

7

0

d

OSA

0

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4

5

d

0

.

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0

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5

d

0

.

8

0

d

EO

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0

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0

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0

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8

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d

2

W

0

.

4

5

d

2

W

0

.

4

5

d

0

.

7

5

d

PE WATER

SUPPLY TO

NURSERY

NO SIGNALS

NO OUTLET

VISIBLE

REHAB CENTRE

E

CR

WATER

FEATURE

UNABLE TO

LOCATE WATER

SUPPLY TO

WATER FEATURE

ASSUMED PE

U

U

U

U

U

U

E

N

D

O

F

S

C

A

R

T

R

E

N

C

H

S

C

A

R

N

O

S

I

G

N

A

L

A

S

S

U

M

E

D

G

A

S

OSA

EOT

1

.

0

0

d

DISCLAIMER: The location of under ground services shown on this drawing has been determined using electro-magnetic (and/or ground probing radar, where requested) techniques and visual observations. the limitations of this drawingshould be realised and no guarantee can be given that all services have been identified. This drawing may not include the location of all public services that may cross the site and therefore the relevant service drawings should beobtained from the appropriate utility company and used in conjunction with this drawing. Additional services, structures or other below ground obstructions not indicated on this drawing may be present on site. reference should bemade to historical plans and as built drawings. Excavations in the vicinity of services should be carried out with due diligence ref: HSG47 document "avoiding dangers from underground services". Location accuracy is determined byrefering to manufacturers guidelines for the systems deployed. Reference should be made to the latest version of SVS Ltd site procedures document for utility location surveys.

SHEET LAYOUT

1 2

LEGEND

Electricity

Foul Drainage

Fuel LineVentilation

Gauge Line

Offset Fill-LineCompressed Air

Cable Television

Combined DrainageSurface Drainage

British Telecom

Close Circuit Television

TelemetryFibre OpticsUnknown

Do Not Drill / Banded Pipes

Borehole / SVS

WaterGas

Vapour RecoveryVR

U U

FO FO

T T T

CCTV

BT BT

F F

V V

O O

A A

CATV

GAS

E E

W W

Electricity High VoltageHV HV

Communication

Oil PipePipe

PIPE

Historical by LayerEnd Of Trace

Trial Pit Location

T

*

* - W= Water

F=Foam

TANK

P=Product

U=Unknown

C=Concrete

STANTION

PUMP ISLAND

UTILITY NOTES

LEGEND

SURVEYED BY:

SCALE:

DRAWING TITLE:

SHEET NO:

SITE LOCATION:

CLIENT:

DRAWN BY: APPROVED BY:

DRAWING NO: SURVEY DATE:

REV:

TOPOGRAPHICAL NOTES

ITE ISION URVEYS IMITEDS V S

UTILITY TOPOGRAPHICAL MAPPINGT : 01788 575036 : SVSLTD.NETW

URS VEYSS L

DATEREV DESCRIPTION

RM RM PC

1013-SCL-7009 10-10-13

1:200 @A1 1 OF 2

Chawton Park RoadAltonHampshire

Utility Survey

Shaw Colgate Ltd

A/RBOLLILLU BOLLBHBTICC/BOXC/B FENCECRCTVCPCONCCLDD/CHANDP

EREPEOTF/BEDFHFSGVGG-RUNHTICILLPMHMKRMTRMWOH

OSAOSBMPRP&R FENCERET WALLRERSRWPS/ASAP

SEC FENCESLSPST

SVSVPTBMTFRTHLTLTPUTLUTRUTSUTTVRVPWMWFCWPU/SØ

ASSUMED ROUTEBOLLARDILLUMINOUS BOLLARDBOREHOLEBRITISH TELECOM COVERCONTROL BOXCLOSEBOARD FENCECABLE RISERCABLE TVCATCHPITCONCRETECOVER LEVELDEPTH / DEEPDRAINAGE CHANNELDOWN PIPE

EARTH RODELECTRICITY POLEEND OF TRACEFLOWER BEDFIRE HYDRANTFIRE SWITCHGAS VALVEGULLYGULLY RUNHEIGHT INSPECTION COVERINVERT LEVELLAMP POSTMANHOLEMARKERMETERMONITORING WELLOVERHEAD

OFF SURVEY AREAORDNANCE SURVEY BENCH MARKPIPE RISERPOST & RAIL FENCERETAINING WALLRODDING EYEROAD SIGNRAIN WATER PIPESOAK AWAYSAPLING

SECURITY FENCESPOT LIGHTSOIL PIPESTOP TAPSTATION (DATUM POINT)

SOIL VENT PIPETEMPORARY BENCH MARKTAKEN FROM RECORDSTHRESHOLD LEVELTRAFFIC LIGHTTELEGRAPH POLEUNABLE TO LOCATEUNABLE TO RAISEUNABLE TO SURVEYUNABLE TO TRACEVAPOUR RECOVERYVENT PIPEWATER METERWATER FILLED CHAMBERWASTE PIPEUNDERSIDE DIAMETER

STNSTOP VALVE

EIC ELECTRICITY COVER

S/C SOUND CONNECTED

THE ELECTRIC SUPPLY TO REHAB CENTRE ENTERS BUILDING

AND IS FED FROM OUTSIDE THE SURVEY AREA.

UNABLE TO LOCATE ROUTE OF GAS TO REHAB CENTRE.

ADVISED ON SITE THAT NURSERY HAS NO GAS SUPPLY.

NURSERY BT IS SUPPLIED OVERHEAD.

THE TOPOGRAPHICAL SURVEY WAS SUPPLIED BY SHAW COLGATE LTD

APPENDIX C

Groundwater and Flood Mapping – Environment Agency

Flood Zone Map created 17/12/13

Legend

0 95 190 285 m. © Environment Agency copyright and / or database rights 2014. All rights reserved. © Crown Copyright and database right 2014. Ordnance Survey licence number 100024198.

Flood Map for Surface Water 1_30

Legend


Flood Map for Surface Water 1 in 200 chance created 17/12/13

Legend


Map legend

Groundwater source

protection zones

Inner zone(Zone 1)

Outer zone(Zone 2)

Total catchment(Zone 3)

Special interest(Zone 4)

Aquifer Maps - Superficial Deposits

Designation

Principal

Secondary A

Secondary B

Secondary (undifferentiated)

Unknown (lakes and landslip)

Aquifer Maps - Bedrock

Designation

Principal

Secondary A

Secondary B

Secondary (undifferentiated)

Groundwater

Vulnerability Zones

Major Aquifer High

Major Aquifer Intermediate

Major Aquifer Low

Minor Aquifer High

Minor Aquifer Intermediate

Minor Aquifer Low

Data search Text only version

Cymraeg About us Jobs Contact us Sitemap Help | Search Enter keywords here

Enter a postcode or place name:

Alton, Hampshire

Other topics for this area...

Groundwater

Groundwater

X: 470,889;Y: 138,119 at scale 1:10,000

Customers in Wales - From 1 April 2013 Natural Resources Wales (NRW) will take over the responsibilities of the Environment Agency in Wales.© Environment Agency copyright and database rights 2013. © Ordnance Survey Crown copyright. All rights reserved. Environment Agency, 100026380.

Contains Royal Mail data © Royal Mail copyright and database right 2013.This service is designed to inform members of the public, in line with our terms and conditions. For business or commercial use, please contact us.

More about Groundwater

British Geological Survey Aquifer data:

The Aquifer Extents are not displayed at scales greater than 1:75,000 (Ordnance Survey 1:250,000 scale) as the data was only modelled to this level and is not accurate pass this.

New BGS Aquifer Designation Maps

From 1st April 2010 new aquifer designations replace the old system of classifying aquifers as Major, Minor and Non-Aquifer. This new system is in line with our Groundwater Protection Policy (GP3) and the Water Framework Directive (WFD) and is based on British Geological Survey mapping.

Groundwater Source Protection Zones data:

The Source Protection Zones are not displayed at scales greater than 1:20,000 (Ordnance Survey 1:50,000 scale) as the data was only modelled to this level and is not accurate pass this. They should not be compared against field boundaries.

Groundwater Source Protection Zones

Groundwater provides a third of our drinking water. We ensure that your water is safe to drink defining Source Protection Zones. These zones help to monitor the risk of contamination from any activities that might cause pollution in the area.

Facts and figures of our groundwater resources

Find out more about groundwater and groundwater levels.

Page 1 of 2Environment Agency - What's in your backyard?

16/12/2013http://maps.environment-agency.gov.uk/wiyby/wiybyController?x=471500.0&y=139...

APPENDIX D

Sewer Record Extracts – Thames Water Utilities Limited

of 10

Asset Location Search Sewer Map - ALS/ALS Standard/2013_2607948 SU7038SE

225

150

150

150

150

0

225

225

225

150

225

225150

%%

%%

%

%

%

%

%

%

%

%

%

%

7202

7201

8201

8202

08

6206

6209

6201

6315

6301

6204

6202

6207

6210

6205

7303

7203

7302

7204

!

!

!

!

!

!

!!

!

!

!

!

!

!!

!

!

!

!

!

Mid

Han

ts R

ailw

ay

2

6

CR

Tennis

ESS

Ward

Bdy

PARK ROAD

Tennis Courts

Sports

Pav

ilion

Girl Guide (HQ)

17

Games Courts

Cardiac Rehabilitation Centre

Courts

CHAWTON

CLOSE

Club

ORTSMOUTH

Indoor Bowli

14

1

The width of the displayed area is 218m and the centre of the map is located at OS coordinates 470778,138222 The position of the apparatus shown on this plan is given without obligation and warranty, and the accuracy cannot be guaranteed. Service pipes are not shown but their presence should be anticipated. No liability of any kind whatsoever is accepted by Thames Water for any error or omission. The actual position of mains and services must be verified and established on site before any works are undertaken. Based on the Ordnance Survey Map with the Sanction of the controller of H.M. Stationery Office, License no. 100019345 Crown Copyright Reserved.

of 10

NB. Levels quoted in metres Ordnance Newlyn Datum. The value -9999.00 indicates that no survey information is available

Manhole Reference Manhole Cover Level Manhole Invert Level

8201 8202 8301 6208 6209 6206 6315 6301 6202 6207 6204 6210 6205 7303 7302 7204 7202 7201 6201 - 7203

114.25 114.32 113.83 n/a n/a n/a 116.67 116.71 116.55 n/a n/a n/a n/a 116.51 116.59 115.68 115.33 114.75 116.33 - 115.95

113.46 113.42 112.82 n/a n/a n/a 115.53 115.14 114.65 n/a n/a 113.5 n/a 115.56 115.29 114.28 114.1 113.79 114.76 - 114.3

The position of the apparatus shown on this plan is given without obligation and warranty, and the accuracy cannot be guaranteed. Service pipes are not shown but their presence should be anticipated. No liability of any kind whatsoever is accepted by Thames Water for any error or omission. The actual position of mains and services must be verified and established on site before any works are undertaken.

of 10

ALS Sewer Map Key

Foul: A sewer designed to convey waste water from domestic andindustrial sources to a treatment works.

Surface Water: A sewer designed to convey surface water (e.g. rainwater from roofs, yards and car parks) to rivers or watercourses.

Combined: A sewer designed to convey both waste water and surfacewater from domestic and industrial sources to a treatment works.

Trunk Surface Water

Storm Relief

Vent Pipe

Proposed Thames SurfaceWater Sewer

Gallery

Surface Water RisingMain

Sludge Rising Main

Vacuum

Public Sewer Types (Operated & Maintained by Thames Water)

Notes:

1) All levels associated with the plans are to Ordnance Datum Newlyn.

2) All measurements on the plans are metric.

3) Arrows (on gravity fed sewers) or flecks (on rising mains) indicate direction offlow.

4) Most private pipes are not shown on our plans, as in the past, this information hasnot been recorded.

5) ‘na’ or ‘0’ on a manhole level indicates that data is unavailable.

Trunk Foul

Trunk Combined

Bio-solids (Sludge)

Proposed Thames WaterFoul Sewer

Foul Rising Main

Combined Rising Main

Proposed Thames WaterRising Main

Sewer Fittings

A feature in a sewer that does not affect the flow in the pipe. Example: a ventis a fitting as the function of a vent is to release excess gas.

Operational ControlsA feature in a sewer that changes or diverts the flow in the sewer. Example:A hydrobrake limits the flow passing downstream.

Air Valve

Dam Chase

Fitting

Meter

Vent Column

Control Valve

Drop Pipe

Ancillary

Weir

End Items

End symbols appear at the start or end of a sewer pipe. Examples: anUndefined End at the start of a sewer indicates that Thames Water has noknowledge of the position of the sewer upstream of that symbol, Outfall on asurface water sewer indicates that the pipe discharges into a stream or river.

Outfall

Undefined End

Inlet

Other Symbols

Symbols used on maps which do not fall under other general categories

Summit

Public/Private Pumping Station/

Invert Level

Change of characteristic indicator (C.O.C.I.)

Other Sewer Types (Not Operated or Maintained by Thames Water)

Areas

Lines denoting areas of underground surveys, etc.

Agreement

Chamber

Operational Site

Conduit Bridge

Foul Sewer

Combined Sewer

Culverted Watercourse

Surface Water Sewer

Gulley

Proposed

Abandoned Sewer

Tunnel

6) The text appearing alongside a sewer line indicates the internal diameter ofthe pipe in milimetres. Text next to a manhole indicates the manholereference number and should not be taken as a measurement. If you areunsure about any text or symbology present on the plan, please contact amember of Property Insight on 0845 070 9148.

P PM

W

APPENDIX E

Ground Investigation Extracts

Project: Title

Client:

Ref No: Revision:

Drawn: Date:

Figure: Scale:

GR 01/11/2013 T: 01273 699 399 F: 01273 699 388

1 Not To Scale E: [email protected] W: www.gesl.net

Chawton Park Road, Alton Exploratory Hole Location Plan

BNP Paribas Geo-Environmental Services Ltd

GE9666 0 28 Crescent Road, Brighton, BN2 3RP

HP3

HP2 HP1

All positions are approximate

SAMPLING & TESTING STRATA DESCRIPTIONSTRATA

Legend mOD mBGL Water S/Pipe

Stability:

Groundwater:

Plant:

Remarks: Client:

Project:

Method:

Type: Ref: Position:

Start:

Finish:

Filled:

Eng:

Drawn:

Ckd: Sheet:

Figure:

Level:

Depth:

Size:

Scale:

Hand Excavated Trial Pit

SAMPLES: D=disturbed B=bulk U=undisturbed TESTS: MAC=macintosh IVAN=vane HPEN=penetrometer OTHERS: (2.00)=strataSPT=split-spoon CPT=cone WATER: =strike =rest

FIG

Chawton Park Road, Alton

BNP Paribas

GE966604/11/2013

04/11/2013

04/11/2013

JO

JO

HP1

-

1.00mBGL

-

No Groundwater Encountered

(0.30)

0.30

(0.70)

1.00

Grass overlying dark brown slightly silty clayey TOPSOIL withabundant roots.

Brown slightly sandy very clayey SILT with occasional medium tocoarse subangular flint gravel.

End of Trial Pit at 1.00 m

1:25

Sheet 1 of 1



Stability:

Groundwater:

Plant:

Remarks: Client:

Project:

Method:


Start:

Finish:

Filled:

Eng:

Drawn:

Ckd: Sheet:

Figure:

Level:

Depth:

Size:

Scale:



FIG


BNP Paribas

GE966604/11/2013

04/11/2013

04/11/2013

JO

JO

HP2

-

0.80mBGL

-


(0.25)

0.25

(0.55)

0.80

Grass overlyingdark brown silty clayey TOPSOIL with abundant roots,brick fragments and occasional coarse flint gravel.

Brown very clayey silty SAND with occasional medium to coarsesubangular flint gravel.


1:25

Sheet 1 of 1



Stability:

Groundwater:

Plant:

Remarks: Client:

Project:

Method:


Start:

Finish:

Filled:

Eng:

Drawn:

Ckd: Sheet:

Figure:

Level:

Depth:

Size:

Scale:



FIG


BNP Paribas

GE966604/11/2013

04/11/2013

04/11/2013

JO

JO

HP3

-

0.60mBGL

-


(0.30)

0.30

(0.30)

0.60

Grass overlying black clayey silty TOPSOIL with abundant roots andoccasional fine to medium subangular flint gravel.

Dark brown very clayey silty fine SAND with abundant fine to mediumcalcareous inclusions and occasional fine to medium subangularflint gravel.


1:25

Sheet 1 of 1

Soakaway Test Results (after BRE Digest 365)

Chawton Park Road, Alton Job No. :

BNP Paribas Date :

Pit reference HP1Pit depth (m) 1.00Pit width (m) 0.30Pit length (m) 0.30Depth to standing water (m)

Test 1 Test 2 Test 3Time (min) Depth (m) Time (min) Depth (m) Time (min) Depth (m)

0.0 0.421.0 0.422.0 0.453.0 0.474.0 0.485.0 0.5010.0 0.5120.0 0.5630.0 0.6060.0 0.7590.0 0.88

120.0 0.96

Max. depth (m) 1.00 1.00 1.00

Effective depth (m) 0.58 1.00 1.0075% effective depth (m) 0.57 0.25 0.2550% effective depth (m) 0.71 0.50 0.5025% effective depth (m) 0.86 0.75 0.75t75 (min) 22.00t50 (min) 52.00t25 (min) 85.00

Vp 75-25 0.03 0.05 0.05ap 50 0.438 0.69 0.69tp 75-25 63.00 0.00 0.00

Soil infiltration rate (m/s) 1.6E-05 - -

Soil infiltration rate (mm/hr) 5.68E+01 - -

Client : 08/11/2013

Project Name : GE9666

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.000 30 60 90 120 150 180

Dep

th (m

)

Time (mins) Test 1 Test 2 Test 3

28 Crescent Road, Brighton, East Sussex, BN2 3RP

Tel : 01273 699 399 Fax : 01273 699 388



BNP Paribas Date :



0.0 0.171.0 0.222.0 0.253.0 0.274.0 0.305.0 0.32

10.0 0.4120.0 0.5430.0 0.72

Max. depth (m) 0.80 0.80 0.80

Effective depth (m) 0.63 0.8075% effective depth (m) 0.33 0.20 0.2050% effective depth (m) 0.49 0.40 0.4025% effective depth (m) 0.64 0.60 0.60t75 (min) 6.00t50 (min) 17.00t25 (min) 27.00

Vp 75-25 0.02 0.03 0.03ap 50 0.4131 0.5049 0.0729tp 75-25 21.00 0.00 0.00



Project Name : GE9666Client : 08/11/2013

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.000 5 10 15 20 25 30 35 40 45 50 55 60

Dep

th (m

)



Tel : 01273 699 399 Fax : 01273 699 388



BNP Paribas Date :



0.0 0.151.0 0.192.0 0.203.0 0.214.0 0.225.0 0.22

10.0 0.2520.0 0.3130.0 0.3560.0 0.4680.0 0.50

Max. depth (m) 0.60 0.60 0.60

Effective depth (m) 0.45 0.60 0.6075% effective depth (m) 0.26 0.15 0.1550% effective depth (m) 0.38 0.30 0.3025% effective depth (m) 0.49 0.45 0.45t75 (min) 12.00t50 (min) 40.00t25 (min) 75.00

Vp 75-25 0.02 0.02 0.02ap 50 0.3159 0.3969 0.3969tp 75-25 63.00 0.00 0.00



Project Name : GE9666Client : 08/11/2013

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.000 10 20 30 40 50 60 70 80 90 100 110 120

Dep

th (m

)



Tel : 01273 699 399 Fax : 01273 699 388

APPENDIX F

Outline Drainage Strategy (Drawing no. 13-231-001)

N

U

R

S

E

R

Y

&

G

I

R

L

G

U

I

D

E

C

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OVERFLOW FROM PITCH

DRAINAGE TO PERMEABLE

PAVING SYSTEM

PROPOSED CONNECTION TO

EXISTING PRIVATE FOUL NETWORK

SUBJECT TO CONDITION SURVEY

OF DOWNSTREAM LATERAL AND

SECTION 106 AGREEMENT WITH

THAMES WATER.

E

x

F

W

8

2

0

2

E

x

F

W

8

2

0

1

E

x

F

W

7

2

0

4

E

x

F

W

7

2

0

1

S

5

S

1

S

2

S

3

S

4

REFER TO DRAINAGE

STRATEGY NOTE 4 FOR

DETAILS.

REFER TO DRAINAGE

STRATEGY NOTE 5 FOR

DETAILS.

SW STUB FOR FUTURE

CONNECTION FROM

EXTENSION

SITE BOUNDARY

EXISTING (PUBLIC) FOUL

WATER NETWORK

PROPOSED FOUL

WATER NETWORK

PROPOSED SURFACE

WATER NETWORK

PROPOSED DRAINAGE

TRENCHES

PROPOSED

PERMEABLE BLOCK

SURFACE WATER

DIFFUSER UNIT

ELECTRICAL LINE

WATER LINE

BT LINE

OVERHEAD LINES

E E E

W W W

BT BT BT

KEY

Designed

Approved

Job No Drawing No

Job Title

Drawing Title

Scale

Drawn

Client

Checked

Date

Rev

DrnAmendmentsRev DateAppChk

NOTES

P:\1

3-2

31

- L

an

d a

t C

ha

wto

n P

ark R

oa

d, A

lto

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ech

\A

ca

d\D

ra

win

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31

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01

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e D

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e S

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wg

Telephone: 01256 331144

Fax: 01256 331134

E: [email protected]

W: www.odysseymarkides.com

Tuscany House

White Hart Lane

Basingstoke

Hampshire RG21 4AF

LAND AT CHAWTON PARK ROAD,

ALTON

OUTLINE DRAINAGE STRATEGY

1:250 @A1 DEC '13 TS

AA TS BAC

13-231 13-231/001 -

N

DRAINAGE STRATEGY SPECIFIC NOTES:

1. ALL BELOW GROUND DRAINAGE TO COMPLY WITH PART

H OF THE BUILDING REGULATIONS.

2. PROPOSED CONNECTION TO THE EXISTING FOUL

WATER NETWORK SUBJECT TO A SECTION 106

AGREEMENT WITH THAMES WATER.

3. MAXIMUM GRADIENT OF PERMEABLE PAVEMENT

FORMATION TO BE <1 IN 100. STEPPED FORMATIONS /

CHECK DAMS TO BE CONSIDERED IN CONSTRUCTION OF

PERMEABLE SUB-BASE. MIN THICKNESS OF CLEAN

GRANULAR PERMEABLE SUB-BASE TO BE 450MM.

4. SURFACE WATER RUN OFF FROM ROOF AND

SURROUNDING HARDSTANDING AREAS TO DISCHARGE

TO PERMEABLE PAVING VIA DIFFUSER UNITS, SUBJECT

TO DETAILED DESIGN DEVELOPMENT. PERMAVOID OR

SIMILAR APPROVED. SIZE AND EXTENT OF DIFFUSER UNIT

ARE SUBJECT TO DETAILED DESIGN.

5. BOWLING PITCH DRAINAGE TO CONSIST OF DRAIN

TRENCHES AT 5M CENTERS TO ''SPORT ENGLAND''

REQUIREMENTS, SUBJECT TO DETAILED DESIGN

REQUIREMENT. DEPTH OF DRAINAGE TRENCHES,

SUBJECT TO SUITABLE SUB-STRATA TO ALLOW FOR

INFILTRATION.

6. PERMEABLE PAVING AND INFILTRATION TRENCH TO BE

A MINIMUM OF 5m FROM ANY PROPOSED / EXISTING

BUILDING FOUNDATIONS OR PUBLIC ROADS.

1. DO NOT SCALE FROM THIS DRAWING.

2.SURROUNDING TOPOGRAPHICAL DATA AND

SERVICES SURVEY HAS BEEN PROVIDED BY SITE

VISION SURVEYS LTD IN DRAWING 1013-SCL-7009.

ODYSSEY MARKIDES CONSULTING ENGINEERS DOES

NOT TAKE RESPONSIBILITY FOR THE ACCURACY OF

THE SURVEY INFORMATION.

3. SITE LAYOUT HAS BEEN PROVIDED BY LHC GROUP

ARCHITECTS IN DRAWING 13091 - P.03 REV A

4. PROPOSALS ARE INDICATIVE ONLY TO

DEMONSTRATE THE PRELIMINARY DRAINAGE

STRATEGY AND ARE SUBJECT TO EVOLVE IN LINE

WITH DETAILED DESIGN REQUIREMENTS FOLLOWING

PLANNING PERMISSION.

5. THE AVOIDANCE AND PROTECTION OF SERVICES

DURING THE WORKS IS THE RESPONSIBILITY OF THE

CONTRACTOR.

6. THE CONTRACTOR IS REMINDED OF HIS OBLIGATION

TO VERIFY THE ROUTE OF ALL SERVICES ON SITE

PRIOR TO THE COMMENCEMENT OF THE WORKS.

7. THE CONTRACTOR SHOULD ALLOW FOR ANY

NECESSARY LIAISON WITH THE STATUTORY UTILITIES

DURING THE COURSE OF THE WORKS TO AVOID ANY

DISRUPTION TO EXISTING CUSTOMER SUPPLIES.

8. THE CONTRACTOR SHOULD NOTE THAT THE

SERVICES SHOWN ARE NOT TO BE CONSIDERED

EXHAUSTIVE. PRIVATE SERVICES MAY BE PRESENT

WITHIN THE LIMIT OF WORKS AND CARE SHOULD BE

TAKEN TO LOCATE AND AVOID THESE DURING

CONSTRUCTION.

9. DRAINAGE STRATEGY SUBJECT TO DETAILED

DESIGN DEVELOPMENT.

APPENDIX G

Micro Drainage Surface Water Storage Calculations

Odyssey Markides LLP Page 1

Tuscany House Land adjancent to

White Hart Lane Chawton Park Road

Basingstoke RG21 4AF

Date 18/12/2013 16:55 Designed by TS

File PERMEABLE PAVING... Checked by

Micro Drainage Source Control 2013.1.1

Summary of Results for 100 year Return Period (+30%)

©1982-2013 Micro Drainage Ltd

Half Drain Time : 101 minutes.

Storm

Event

Max

Level

(m)

Max

Depth

(m)

Max

Infiltration

(l/s)

Max

Volume

(m³)

Status

15 min Summer 116.538 0.538 10.6 67.8 O K30 min Summer 116.630 0.630 12.2 87.6 O K60 min Summer 116.710 0.710 12.2 103.1 Flood Risk120 min Summer 116.756 0.756 12.2 110.5 Flood Risk180 min Summer 116.755 0.755 12.2 110.4 Flood Risk240 min Summer 116.736 0.736 12.2 107.4 Flood Risk360 min Summer 116.692 0.692 12.2 99.8 O K480 min Summer 116.650 0.650 12.2 91.8 O K600 min Summer 116.616 0.616 12.1 84.6 O K720 min Summer 116.588 0.588 11.6 78.5 O K960 min Summer 116.540 0.540 10.6 68.2 O K1440 min Summer 116.469 0.469 9.2 52.8 O K2160 min Summer 116.396 0.396 7.8 37.6 O K2880 min Summer 116.342 0.342 6.7 28.1 O K4320 min Summer 116.270 0.270 5.3 17.5 O K5760 min Summer 116.224 0.224 4.4 12.1 O K7200 min Summer 116.192 0.192 3.8 8.9 O K8640 min Summer 116.168 0.168 3.3 6.7 O K10080 min Summer 116.149 0.149 2.9 5.3 O K

15 min Winter 116.580 0.580 11.4 76.8 O K30 min Winter 116.693 0.693 12.2 100.0 O K60 min Winter 116.817 0.817 12.2 118.9 Flood Risk

Storm

Event

Rain

(mm/hr)

Flooded

Volume

(m³)

Time-Peak

(mins)

15 min Summer 121.761 0.0 1830 min Summer 81.796 0.0 3260 min Summer 52.391 0.0 60120 min Summer 32.351 0.0 92180 min Summer 24.014 0.0 126240 min Summer 19.302 0.0 160360 min Summer 14.207 0.0 228480 min Summer 11.411 0.0 294600 min Summer 9.619 0.0 356720 min Summer 8.361 0.0 420960 min Summer 6.696 0.0 5481440 min Summer 4.887 0.0 7942160 min Summer 3.559 0.0 11482880 min Summer 2.838 0.0 15044320 min Summer 2.059 0.0 22085760 min Summer 1.638 0.0 29447200 min Summer 1.372 0.0 36728640 min Summer 1.188 0.0 440810080 min Summer 1.052 0.0 5136

15 min Winter 121.761 0.0 1730 min Winter 81.796 0.0 3160 min Winter 52.391 0.0 60








Summary of Results for 100 year Return Period (+30%)


Storm

Event

Max

Level

(m)

Max

Depth

(m)

Max

Infiltration

(l/s)

Max

Volume

(m³)

Status

120 min Winter 116.893 0.893 12.2 126.8 Flood Risk180 min Winter 116.879 0.879 12.2 125.6 Flood Risk240 min Winter 116.831 0.831 12.2 120.6 Flood Risk360 min Winter 116.742 0.742 12.2 108.4 Flood Risk480 min Winter 116.670 0.670 12.2 95.8 O K600 min Winter 116.618 0.618 12.2 85.1 O K720 min Winter 116.580 0.580 11.4 76.8 O K960 min Winter 116.517 0.517 10.2 63.1 O K1440 min Winter 116.428 0.428 8.4 43.9 O K2160 min Winter 116.340 0.340 6.7 27.7 O K2880 min Winter 116.281 0.281 5.5 18.9 O K4320 min Winter 116.209 0.209 4.1 10.5 O K5760 min Winter 116.168 0.168 3.3 6.8 O K7200 min Winter 116.141 0.141 2.8 4.8 O K8640 min Winter 116.122 0.122 2.4 3.6 O K10080 min Winter 116.108 0.108 2.1 2.8 O K

Storm

Event

Rain

(mm/hr)

Flooded

Volume

(m³)

Time-Peak

(mins)

120 min Winter 32.351 0.0 100180 min Winter 24.014 0.0 136240 min Winter 19.302 0.0 174360 min Winter 14.207 0.0 248480 min Winter 11.411 0.0 314600 min Winter 9.619 0.0 378720 min Winter 8.361 0.0 444960 min Winter 6.696 0.0 5721440 min Winter 4.887 0.0 8222160 min Winter 3.559 0.0 11722880 min Winter 2.838 0.0 15284320 min Winter 2.059 0.0 22445760 min Winter 1.638 0.0 29447200 min Winter 1.372 0.0 36728640 min Winter 1.188 0.0 440010080 min Winter 1.052 0.0 5080








Rainfall Details


Rainfall Model FSR Winter Storms YesReturn Period (years) 100 Cv (Summer) 0.750

Region England and Wales Cv (Winter) 0.840M5-60 (mm) 19.900 Shortest Storm (mins) 15

Ratio R 0.350 Longest Storm (mins) 10080Summer Storms Yes Climate Change % +30

Time Area Diagram

Total Area (ha) 0.347

Time

From:

(mins)

To:

Area

(ha)

0 4 0.347








Model Details


Storage is Online Cover Level (m) 117.000

Porous Car Park Structure

Infiltration Coefficient Base (m/hr) 0.08856 Width (m) 16.0Membrane Percolation (mm/hr) 1000 Length (m) 62.0

Max Percolation (l/s) 275.6 Slope (1:X) 100.0Safety Factor 2.0 Depression Storage (mm) 5

Porosity 0.30 Evaporation (mm/day) 3Invert Level (m) 116.000 Cap Volume Depth (m) 0.450

proposed residential development land adjacent … · 3.9 groundwater mapping published by the ea...

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