b 11757 for pocket living (2013) llp · 11757 for pocket living (2013) llp engineering at its best...

Fe a s i b i l i t y

Re se a rch

E IA , F l o od

R i sk &

T ra n s po r t

A ss ess me n ts

U rb a n

P l an n in g an d

De s i g n

I n te g ra ted

T ra n s po r t

S o lu t i on s

I n f ra s t ruc tu re

De ve l op me n t

S t ru c tu ra l

De s i g n

E co a nd MMC

Fo c us ed

Sustainable Drainage Report

Revision B

Gainsford Road - Waltham Forest

11757

For Pocket Living (2013) LLP

Engineering at its Best

Sustainable Drainage Report - Revision B 17th May 2016 11757 of 8

Report For

Scheme No: 11757

Pocket Living (2013) LLP

Gainsford Road - Waltham

Forest

Revision B

Sustainable Drainage Report

Main Contributors

May 2016

Andrew Picton

Issued By

Approved By

Tully De’Ath Consultants, Sheridan House, Forest Row, East Sussex, RH18 5EA Tel: 01342 828000 Fax: 01342 828001 Email: [email protected] Web: www.tullydeath.com

Copyright and Non-Disclosure Notice The contents and layout of this report are subject to copyright owned by Tully De’Ath (© Tully De’Ath Limited 2009) save to the extent that copyright has been legally assigned by us to another party or is used by Tully De’Ath under licence. To the extent that we own the copyright in this report, it may not be copied or used without our prior written agreement for any purpose other than the purpose indicated in this report. The methodology (if any) contained in this report is provided to you in confidence and must not be disclosed or copied to third parties without the prior written agreement of Tully De’Ath. Disclosure of that information may constitute an actionable breach of confidence or may otherwise prejudice our commercial interests. Any third party who obtains access to this report by any means will, in any event, be subject to the Third Party Disclaimer set out below.

Third-Party Disclaimer Any disclosure of this report to a third-party is subject to this disclaimer. The report was prepared by Tully De’Ath at the instruction of, and for use by, our client named on the front of the report. It does not in any way constitute advice to any third-party who is able to access it by any means. Tully De’Ath excludes to the fullest extent lawfully permitted all liability whatsoever for any loss or damage howsoever arising from reliance on the contents of this report. We do not however exclude our liability (if any) for personal injury or death resulting from our negligence, for fraud or any other matter in relation to which we cannot legally exclude liability.

Andrew Picton

Paul Tittle

http://www.tullydeath.com/


Contents

Sustainable Drainage Report Revision B

1.0 Introduction

2.0 Site Location

3.0 Existing Conditions

4.0 Development Proposals

5.0 Sustainable Drainage Options

6.0 Surface Water Drainage Proposals

7.0 Foul Drainage Proposals

8.0 Maintenance

9.0 Conclusions

Appendix A – Location Plan

Appendix B – Topographical Survey

Appendix C – Thames Water Sewer Records

Appendix D – Environment Agency Flood Maps

Appendix E – Development Proposals

Appendix F – Drainage Calculations

Appendix G – Indicative Drainage Layout


Sustainable Drainage Report Revision B

1.0 Introduction

Tully De’Ath have been commissioned by Pocket Living to provide a Sustainable Drainage Report for the redevelopment of the Gainsford Road Site in Waltham Forest.

The purpose of the report is to demonstrate to the Planners and the Lead Local Flood Authority that the site can be drained in a safe and sustainable manner for the lifetime of the development. The report has been prepared in accordance with guidance set out within the SuDS Manual, and makes reference to the Waltham Forest Surface Water Management Plan document.

2.0 Site Location

The site is located on the northern side of Gainsford Road, between Hoe Street to the east and Blackhorse Lane to the west. It is bounded on the east by the Ahmadiyya Muslim Association. Immediately to the west of the site are a series of terraced houses, which have taken the place of the former William Morris Technical School. The north of the site is bordered by the rear gardens of the associated terraced homes.

The site has a Planning boundary of 1726 m² and a postcode address of E17 6QB.

Refer to Appendix A for Location Plan.

3.0 Existing Conditions

The existing site is a disused two storey office building and car park, all of which is 100% hard paved.

Topography

A topographical survey (Appendix B) indicates approximately a 1.0m fall in levels from east to west, with the south-eastern corner having a level of 23.50m AOD and the south-western corner 22.51m AOD. There is also up to a 0.5m fall from north to south. The north-eastern corner has a level of 23.70m AOD with a level of 22.90m AOD in the north-western corner.

Sewerage System

A survey has indicated a separate uncontrolled foul and surface water drainage system on the site. The surface water drains to a manhole in the south-western corner of the site, which in turn appears to discharge off-site through the adjacent front gardens. The foul drainage is collected along the frontage of Gainsford Road, however the final outfall has not been established, but is believed to connect into an adopted 225 dia. foul sewer in Gainsford Road. With reference to the Thames Water sewer records, (Appendix C) there are no adopted surface water sewers adjacent to the site. The nearest adopted surface water sewer is located in the front gardens on the opposite side of the road and to the western end of Gainsford Road.


Geology

An intrusive ground investigation has not been completed at the time of writing this report. However, based upon the geological maps, it is anticipated that beneath a layer of fill material, the natural geology will be sands and gravels over London Clay. This suggests infiltration as a form of surface water disposal may be appropriate; though this will be dependent on the depth of fill material on the site, whether there is any contamination and the depth of the ground water table.

Water Features

The nearest water course is the Dagenham Brook which is located 1.1km to the west of the site.

Flood Risk

With reference to the Environment Agencies flood maps (Appendix D) the site is located in a Flood Zone 1 which is assessed as having less than a 1 in 1000 chance of river flooding.

The Surface Water Flood map does not highlight any surface water flooding on the site, although there are some areas of flooding highlighted as having a Low risk of flooding within Gainsford Road.

The nearest flood risk associated with reservoir flooding is approximately 0.5km to the north of site.

With reference to the Waltham Forest Surface Water Management Plan, the site is not located within a Critical Drainage Area.

The new development will reduce the impermeable area on the site and, with reference to Chapter 6, the surface water discharge rate will be restricted. Consequently the risk of sewer and surface water flooding will reduce as a result of the new development.

4.0 Development Proposals

The new development comprises a single residential block, part 2, part 3 and part 4 stories in height, containing a total of 45 No. 1-bed units. Private garden areas and a communal shared spaced incorporating an allotment area will be provided.

No parking spaces will be provided on the scheme.

The new proposals will result in a reduced impermeable area of 1500m², which is a reduction of 200m². Refer to Appendix E for Development Proposals.

5.0 Sustainable Drainage Options

Many existing drainage systems can cause problems of flooding, pollution or damage to the environment, and are not proving to be sustainable. Sustainable drainage systems (SuDS) are an alternative approach to conventional drainage design and implementation; they replicate natural drainage and deal with run-off where it occurs.

Appropriately designed, constructed and maintained, SuDS are more sustainable than conventional drainage systems and can help to:

Reduce run-off rates

Reduce the risk of flooding

Encourage natural groundwater re-charge

Reduce pollutant concentrations in storm water


Reduce volume of surface water run-off

Provide habitat for wildlife

However, there are many site-specific factors which will influence the choice of any single or combination of SuDS devices used within a development. The primary factors are:

How the land is used – whether the development is domestic, commercial or industrial

Whether the soil is contaminated

The existing soil conditions, i.e. whether the ground is permeable, or has a high water table

The topography of the site – whether it is steeply sloping

Availability of space – urban or non-urban

Most advice on the use of sustainable drainage techniques recommends the use of ground infiltration as a preferred option, which may take the form of permeable paving, swales, infiltration basins or ground soakaways. However, these systems are dependent on the suitability of the subsoil permeability, the availability of an adequate depth of unsaturated soil zone, and the absence of leachable contaminants in the subsoil.

Within this development, infiltration devices are assumed not to be suitable although this is to be confirmed by insitu testing. However, the following SuDS features are to be included within the development.

Water Butts

Although not a primary SuDS device, when incorporated into other surface water management systems, water butts can provide some benefits. On this site water butts will be provided to assist in the irrigation of the allotment space.

Permeable Paving

Permeable paving provides a pavement suitable for pedestrians and vehicles whilst allowing rainwater to

infiltrate through the surface and into the underlying layers. The water is temporarily stored before either

infiltrating into the sub-soils (if appropriate) or discharging to the drainage system, where the sub-base

material is wrapped in an impermeable membrane. As well as providing surface water attenuation, they are

also efficient at removing urban run-off pollutants, making them ideal for use in car park areas.

All hard paved areas will be constructed using permeable paving with a tanked base unless it has been established by insitu testing that base infiltration is appropriate.

Geocellular/Modular Systems

These are plastic modular systems with a high void ratio that can be used to create a below-ground infiltration

or storage structure. They have the advantage of being flexible, lightweight, and can be installed within

trafficked areas. If the sub-soils are appropriate these systems can be used as a soakaway, or alternatively

they can also form an underground storage tank with the units wrapped in an impermeable membrane.

A storage tank is proposed for this site unless the insitu testing confirms infiltration is appropriate.


6.0 Surface Water Drainage Proposals

The new development will result in a reduced impermeable area of approximately 200m², which will as a consequence result in a reduction in surface water volume leaving the site.

Regarding surface water discharge rates Policy 2 of the Surface Water Management Plan states:

Proposed ‘brownfield’ redevelopments greater than 0.1 hectare are required to reduce post development runoff rates for events up to and including the 1 in 100 year return period event with an allowance for climate change (in line with PPS25 and UKCIP guidance) to 50% of the existing site conditions. If this results in a discharge rate lower than the Greenfield conditions it is recommended that the Greenfield rate (calculated in accordance with IoH1241 ) are used.

With reference to the drainage calculations in Appendix F, the existing 1 in 1 year run-off rate has been calculated to be 23 l/s. A 50% reduction in flows equates to a maximum discharge rate of 11 l/s for all events up to the 100 year event with an additional 30% allowance for climate change. With a reduced impermeable area for the site of 1550m² the volume of attenuation required to accommodate a 1 in 100 year event, including a 30% allowance for climate change, has been calculated to be 39m³.

With reference to Appendix G, an indicative drainage layout has been developed which locates an attenuation tank beneath the communal garden area. A hydro-brake chamber will be located within the front gardens fronting Gainsford Road which will in turn discharge to the existing outfall chamber in the south-western corner of the site.

External ground levels are designed to fall away from the building to provide additional protection during an exceedance storm event.

An intrusive ground investigation report has yet to be completed. It is possible that infiltration may be appropriate for this site, however this will depend upon the depth of fill material, whether there is any contamination present, and the depth of the ground water. The drainage details developed within this report are based on the assumption that infiltration is not appropriate. If the intrusive investigation establishes that infiltration is suitable the permeable paving will not require a tanked base and the attenuation tank could be designed as a soakaway. The size of the soakaway would be designed to accommodate a 1 in 100 return event with a 30% allowance for climate change, with an infiltration rate based upon measured results.

7.0 Foul Drainage Proposals

The foul discharge rates for the existing office building is not known; however the survey suggests that a number of gullies and rainwater pipes are connected to the foul system The new development will provide a new separate foul and surface water drainage system which will remove any surface water flows from the foul network.

The 45 new units will generate a peak foul flow of 2.1 l/s. Any surface water flows removed from the foul system are likely to offset the flows generated by the new development, particularly when the foul flows generated by the existing buildings are also removed.

An indicative foul drainage layout is included within the drainage strategy drawing in Appendix F. This will be subject to confirmation from a CCTV survey that the existing foul drainage outfall is suitable for re-use and a Section 106 approval from Thames Water


8.0 Maintenance

Maintenance of any drainage scheme is essential to ensure that it continues to perform as designed. Within the site’s ‘Health & Safety/Maintenance File’ details of routine maintenance inspections should be included together with guidance as to how they should be undertaken, at what intervals and/or events and by who.

Generally the surface water drainage system requires regular inspection/clearing to prevent blockages due to accumulation of silt. Trapped gullies and catch-pits should be inspected and cleared of silt and permeable paving surfaces should be jetted in order to remove silt from the open joints between the blocks.

The below ground storage crates should incorporate inspection/jetting units within the base layer.

It is recommended that all elements within the private sections of the proposed drainage network are initially inspected and cleared by a suitably trained person every six months for at least the first two years of operation to establish a long-term inspection/clearing interval appropriate for this site. Inspection/clearing should also be carried out after every major storm event.

The site will be managed by Pocket Living for the lifetime of the development and, as a consequence, the drainage system will form part of their maintenance obligations.

9.0 Conclusions

The site is located in a low flood risk area.

The existing development is 100% hard paved and has an uncontrolled discharge into the adjacent sewerage system.

The new development will provide a reduced impermeable area which will as a consequence reduce the amount of surface water volume discharging from the site.

A number of SuDS features will be incorporated into the development which include new soft landscaping areas, permeable paving, a below-ground surface water attenuation tank and water butts for irrigating the allotments.

The surface water discharge rate will be restricted 11 l/s for all events up to the 1 in 100 +CC rerun period. This is a 50% reduction of the existing 1 in 1 year flow, which satisfies the requirements of the Waltham Forest Surface Water Management Plan.

Surface water attenuation will be provided to accommodate the 100+CC event.

Should the intrusive ground investigation works establish that infiltration is appropriate, the permeable paving will allow for base infiltration and the attenuation tank will be designed as a soakaway using measured infiltration rates.

Ground levels will be designed to fall away from the building which will provide additional flood protection in an exceedance event.

The drainage system will be maintained for the lifetime of the development in accordance with a site specific maintenance strategy.

The above demonstrates that the new development will reduce the flood risk both within and beyond the development, as well as providing a new drainage system which reduces, controls and treats the surface water run-off from the site.

Sustainable Drainage Report - Revision B 17th May 2016 11757

Appendix A – Location Plan

Site Location Plan

Gainsford Road,

London,

E17 6QB

SITE LOCATION


Appendix B – Topographical Survey


Appendix C – Thames Water Sewer Records


Appendix D – Environment Agency Flood Maps

Map legend

Click on the map to see what Flood Zone (National Planning Policy Guidance definitions) the proposed development is in.

Flood Map for Planning (Rivers and Sea)

Flood Zone 3

Flood Zone 2

Flood defences(Not all may be shown*)

Areas benefiting from flood defences(Not all may be shown*)

Main River Line

Main River Line

Other national environmental organisations

Natural Resources Wales Area of responsibility

Scottish Environment Protection Agency Area of responsibility

Other maps Data search Text only version

Author: Environment Agency | [email protected]

Last updated: 18th March 2016

Enter a postcode or place name: Other topics for this area...



X: 536,694;Y: 189,417 at scale 1:10,000

Customers in Wales - From 1 April 2013 Natural Resources Wales (NRW) has taken over the responsibilities of the Environment Agency in Wales.© Environment Agency copyright and database rights 2016. © Ordnance Survey Crown copyright. All rights reserved. Environment Agency, 100026380.

Contains Royal Mail data © Royal Mail copyright and database right 2016.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.

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More about flooding:

Understanding the Flood Map for Planning (Rivers and Sea)

A more detailed explanation to help you understand the flood map shown above.

Current flood warnings

We provide flood warnings online 24 hours a day. Find out the current flood warning status in your local area.

* Legend Information: Flood defences and the areas benefiting from them are gradually being added through updates. Please contact your local environment agency office for further details.

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

04/04/2016http://maps.environment-agency.gov.uk/wiyby/wiybyController?lang=_e&topic=floo...

Map legend

Risk of Flooding from Surface Water

High

Medium

Low

Very Low




Data search

Author: The Environment Agency | [email protected]

Last updated: 04 April 2016


Risk of Flooding from Surface Water View other Interactive Maps

Risk of Flooding from Surface Water

Surface water flooding happens when rainwater does not drain away through the normal drainage systems or soak into the ground, but lies on or flows over the ground instead.

The shading on the map shows the risk of flooding from surface water in this particular area.

Click on the map for a more detailed explanation.

Map of X: 536,694; Y: 189,417 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 2016. © Ordnance Survey Crown copyright. All rights reserved. Environment Agency, 100026380.

Contains Royal Mail data © Royal Mail copyright and database right 2016. 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.


Privacy policy | Terms and conditions | Contact us | Cymraeg

© Environment Agency 2016

200 m

1000 ft

535848, 190285

Page 1 of 1Environment Agency - Risk of Flooding from Surface Water

04/04/2016http://watermaps.environment-agency.gov.uk/wiyby/wiyby.aspx?layerGroups=default...

Map legend

Risk of Flooding from Reservoirs

Maximum extent of flooding




Data search

Author: The Environment Agency | [email protected]

Last updated: 04 April 2016


Risk of Flooding from Reservoirs View other Interactive Maps

Risk of Flooding from Reservoirs

Reservoir flooding is extremely unlikely to happen.

The shading on the map shows the area that could be flooded if a large reservoir were to fail and release the water it holds. A large reservoir is one that holds over 25,000 cubic metres of water, equivalent to approximately 10 Olympic sized swimming pools. Since this is a worst case scenario, it’s unlikely that any actual flood would be this large.

Click on the shading to see details of reservoirs that could cause flooding in this area.

Map of X: 536,694; Y: 189,417 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 2016. © Ordnance Survey Crown copyright. All rights reserved. Environment Agency, 100026380.

Contains Royal Mail data © Royal Mail copyright and database right 2016. 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.


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© Environment Agency 2016

200 m

1000 ft

535442, 189440

Page 1 of 1Environment Agency - Risk of Flooding from Reservoirs

04/04/2016http://watermaps.environment-agency.gov.uk/wiyby/wiyby.aspx?topic=reservoir&sca...


Appendix E – Development Proposals

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Dry riserRWPs 89mm DIA

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The Print House, 18 Ashwin Street, London E8 3DLE:[email protected] T: +44(20) 7254 6294

Do not scale off this drawing. Any discrepancies or queries should be brought to the attention of the authors. Gort Scott Ltd retains copyright of these drawings and the work depicted on them. No unauthorised reproduction of work.

This drawing is for the purposes declared in the Status Box only. Whilst all reasonable efforts are used to ensure drawings are accurate, Gort Scott Ltd accept no responsibility or liability for any reliance on these drawings for purposes other than those stated.

STATUS:

PROJECT:

TITLE:

DRAWING:

DATE:

Gainsford Road

Mar 2016SCALE:

REV:

PLANNING

D

Proposed Ground Floor

10-10

gort scott

Rev Date

Notes

1:200 @ A3




STATUS:

PROJECT:

TITLE:

DRAWING:

DATE:

Gainsford Road

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REV:

PLANNING

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107

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B B

A

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1:200 @ A3




STATUS:

PROJECT:

TITLE:

DRAWING:

DATE:

Gainsford Road

Mar 2016SCALE:

REV:

PLANNING

D

Proposed Second Floor

10-12

gort scott

Rev Date

Notes

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2 3

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1:200 @ A3




STATUS:

PROJECT:

TITLE:

DRAWING:

DATE:

Gainsford Road

Mar 2016SCALE:

REV:

PLANNING

D

Proposed Third Floor

10-13

gort scott

Rev Date

Notes

6500 6500 6500 6500 6500 6500


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A

A

1:200 @ A3




STATUS:

PROJECT:

TITLE:

DRAWING:

DATE:

Gainsford Road

Mar 2016SCALE:

REV:

PLANNING

D

Proposed Roof Plan

10-14

gort scott

Rev Date

Notes


Appendix F – Drainage Calculations

Tully De'Ath Page 1

Sheridan House

Hartfield Road

Forest Row

Date 05/04/2016 16:47 Designed by mt

File Existing runoff rate ca... Checked by

XP Solutions Network 2014.1.1

Summary of Critical Results by Maximum Level (Rank 1) for Storm

©1982-2014 XP Solutions

Simulation CriteriaAreal Reduction Factor 1.000 Additional Flow - % of Total Flow 0.000

Hot Start (mins) 0 MADD Factor * 10m³/ha Storage 2.000Hot Start Level (mm) 0 Inlet Coeffiecient 0.800

Manhole Headloss Coeff (Global) 0.500 Flow per Person per Day (l/per/day) 0.000Foul Sewage per hectare (l/s) 0.000

Number of Input Hydrographs 0 Number of Storage Structures 0Number of Online Controls 0 Number of Time/Area Diagrams 0Number of Offline Controls 0 Number of Real Time Controls 0

Synthetic Rainfall DetailsRainfall Model FSR Ratio R 0.449

Region England and Wales Cv (Summer) 0.750M5-60 (mm) 20.400 Cv (Winter) 0.840

Margin for Flood Risk Warning (mm) 300.0 DVD Status OFFAnalysis Timestep Fine Inertia Status OFF

DTS Status ON

Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 240, 360, 480, 960, 1440

Return Period(s) (years) 1Climate Change (%) 0

PN Storm

Return

Period

Climate

Change

First X

Surcharge

First Y

Flood

First Z

Overflow

O/F

Act.

Lvl

Exc.

1.000 15 Winter 1 0%1.001 15 Winter 1 0%

PN

US/MH

Name

Water

Level

(m)

Surch'ed

Depth (m)

Flooded

Volume

(m³)

Flow /

Cap.

O'flow

(l/s)

Pipe

Flow

(l/s) Status

1.000 1 10.131 -0.094 0.000 0.63 0.0 23.3 OK1.001 2 10.004 -0.096 0.000 0.62 0.0 23.1 OK

Tully De'Ath Page 1

Sheridan House

Hartfield Road

Forest Row


File INITIAL TANK SIZING CAL... Checked by

XP Solutions Source Control 2014.1.1

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


Half Drain Time : 31 minutes.

Storm

Event

Max

Level

(m)

Max

Depth

(m)

Max

Infiltration

(l/s)

Max

Control

(l/s)

Max

Σ Outflow

(l/s)

Max

Volume

(m³)

Status

15 min Summer 22.145 0.475 0.0 10.9 10.9 29.5 Flood Risk30 min Summer 22.194 0.524 0.0 10.9 10.9 32.5 Flood Risk60 min Summer 22.176 0.506 0.0 10.9 10.9 31.4 Flood Risk120 min Summer 22.099 0.429 0.0 10.9 10.9 26.6 Flood Risk180 min Summer 22.003 0.333 0.0 10.9 10.9 20.6 Flood Risk240 min Summer 21.914 0.244 0.0 10.9 10.9 15.1 O K360 min Summer 21.780 0.110 0.0 10.9 10.9 6.8 O K480 min Summer 21.704 0.034 0.0 10.9 10.9 2.1 O K600 min Summer 21.672 0.002 0.0 10.8 10.8 0.1 O K720 min Summer 21.670 0.000 0.0 9.5 9.5 0.0 O K960 min Summer 21.670 0.000 0.0 7.5 7.5 0.0 O K1440 min Summer 21.670 0.000 0.0 5.3 5.3 0.0 O K2160 min Summer 21.670 0.000 0.0 3.8 3.8 0.0 O K2880 min Summer 21.670 0.000 0.0 3.0 3.0 0.0 O K4320 min Summer 21.670 0.000 0.0 2.1 2.1 0.0 O K5760 min Summer 21.670 0.000 0.0 1.7 1.7 0.0 O K7200 min Summer 21.670 0.000 0.0 1.4 1.4 0.0 O K8640 min Summer 21.670 0.000 0.0 1.2 1.2 0.0 O K10080 min Summer 21.670 0.000 0.0 1.1 1.1 0.0 O K

15 min Winter 22.222 0.552 0.0 10.9 10.9 34.2 Flood Risk

Storm

Event

Rain

(mm/hr)

Flooded

Volume

(m³)

Discharge

Volume

(m³)

Time-Peak

(mins)

15 min Summer 136.492 0.0 39.7 1730 min Summer 87.821 0.0 51.1 3060 min Summer 53.743 0.0 63.1 46120 min Summer 31.792 0.0 73.2 80180 min Summer 23.100 0.0 80.8 112240 min Summer 18.323 0.0 85.5 144360 min Summer 13.164 0.0 92.0 200480 min Summer 10.416 0.0 96.9 254600 min Summer 8.681 0.0 100.9 306720 min Summer 7.477 0.0 104.3 0960 min Summer 5.903 0.0 109.8 01440 min Summer 4.226 0.0 117.9 02160 min Summer 3.022 0.0 126.5 02880 min Summer 2.380 0.0 132.8 04320 min Summer 1.698 0.0 142.1 05760 min Summer 1.335 0.0 149.0 07200 min Summer 1.108 0.0 154.5 08640 min Summer 0.950 0.0 159.1 010080 min Summer 0.835 0.0 163.1 0

15 min Winter 136.492 0.0 44.1 17

Tully De'Ath Page 2

Sheridan House

Hartfield Road

Forest Row




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


Storm

Event

Max

Level

(m)

Max

Depth

(m)

Max

Infiltration

(l/s)

Max

Control

(l/s)

Max

Σ Outflow

(l/s)

Max

Volume

(m³)

Status

30 min Winter 22.291 0.621 0.0 10.9 10.9 38.5 Flood Risk60 min Winter 22.263 0.593 0.0 10.9 10.9 36.8 Flood Risk120 min Winter 22.149 0.479 0.0 10.9 10.9 29.7 Flood Risk180 min Winter 22.000 0.330 0.0 10.9 10.9 20.5 O K240 min Winter 21.865 0.195 0.0 10.9 10.9 12.1 O K360 min Winter 21.697 0.027 0.0 10.9 10.9 1.7 O K480 min Winter 21.670 0.000 0.0 9.5 9.5 0.0 O K600 min Winter 21.670 0.000 0.0 7.9 7.9 0.0 O K720 min Winter 21.670 0.000 0.0 6.8 6.8 0.0 O K960 min Winter 21.670 0.000 0.0 5.4 5.4 0.0 O K1440 min Winter 21.670 0.000 0.0 3.9 3.9 0.0 O K2160 min Winter 21.670 0.000 0.0 2.8 2.8 0.0 O K2880 min Winter 21.670 0.000 0.0 2.2 2.2 0.0 O K4320 min Winter 21.670 0.000 0.0 1.6 1.6 0.0 O K5760 min Winter 21.670 0.000 0.0 1.2 1.2 0.0 O K7200 min Winter 21.670 0.000 0.0 1.0 1.0 0.0 O K8640 min Winter 21.670 0.000 0.0 0.9 0.9 0.0 O K10080 min Winter 21.670 0.000 0.0 0.8 0.8 0.0 O K

Storm

Event

Rain

(mm/hr)

Flooded

Volume

(m³)

Discharge

Volume

(m³)

Time-Peak

(mins)

30 min Winter 87.821 0.0 57.1 3060 min Winter 53.743 0.0 69.6 48120 min Winter 31.792 0.0 82.2 86180 min Winter 23.100 0.0 90.2 122240 min Winter 18.323 0.0 95.1 152360 min Winter 13.164 0.0 103.0 200480 min Winter 10.416 0.0 108.5 0600 min Winter 8.681 0.0 113.0 0720 min Winter 7.477 0.0 116.8 0960 min Winter 5.903 0.0 123.0 01440 min Winter 4.226 0.0 132.1 02160 min Winter 3.022 0.0 141.6 02880 min Winter 2.380 0.0 148.7 04320 min Winter 1.698 0.0 159.2 05760 min Winter 1.335 0.0 166.9 07200 min Winter 1.108 0.0 173.0 08640 min Winter 0.950 0.0 178.2 010080 min Winter 0.835 0.0 182.6 0

Tully De'Ath Page 3

Sheridan House

Hartfield Road

Forest Row




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) 20.400 Shortest Storm (mins) 15

Ratio R 0.449 Longest Storm (mins) 10080Summer Storms Yes Climate Change % +30

Time Area Diagram

Total Area (ha) 0.155

Time

From:

(mins)

To:

Area

(ha)

0 4 0.155

Tully De'Ath Page 4

Sheridan House

Hartfield Road

Forest Row




Model Details


Storage is Online Cover Level (m) 22.300

Cellular Storage Structure

Invert Level (m) 21.670 Safety Factor 2.0Infiltration Coefficient Base (m/hr) 0.00000 Porosity 0.94Infiltration Coefficient Side (m/hr) 0.00000

Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)

0.000 66.0 66.0 0.630 66.0 86.5

Hydro-Brake Optimum® Outflow Control

Unit Reference MD-SHE-0154-1100-0830-1100Design Head (m) 0.830

Design Flow (l/s) 11.0Flush-Flo™ CalculatedObjective Minimise upstream storage

Diameter (mm) 154Invert Level (m) 21.470

Minimum Outlet Pipe Diameter (mm) 225Suggested Manhole Diameter (mm) 1200

Control Points Head (m) Flow (l/s)

Design Point (Calculated) 0.830 10.9Flush-Flo™ 0.271 10.9Kick-Flo® 0.590 9.3

Mean Flow over Head Range - 9.2

The hydrological calculations have been based on the Head/Discharge relationship for theHydro-Brake Optimum® as specified. Should another type of control device other than aHydro-Brake Optimum® be utilised then these storage routing calculations will beinvalidated

Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)

0.100 5.5 1.200 13.0 3.000 20.1 7.000 30.20.200 10.8 1.400 14.0 3.500 21.7 7.500 31.30.300 10.9 1.600 14.9 4.000 23.1 8.000 32.20.400 10.7 1.800 15.8 4.500 24.4 8.500 33.10.500 10.3 2.000 16.6 5.000 25.7 9.000 34.00.600 9.4 2.200 17.3 5.500 26.9 9.500 35.00.800 10.7 2.400 18.1 6.000 28.11.000 11.9 2.600 18.8 6.500 29.2


Appendix G – Indicative Drainage Layout

FOR PLANNING

PURPOSE ONLY

Feasibility Research

EIA, Flood Risk & Transportation Assessment

Urban Planning and Design

Integrated Transport Solutions

Infrastructure Development

Structural Design

Eco and MMC Focused

Tully De’Ath offers a range of

excellent design services to a

wide client base. If you want to

find out more about the

services we offer, please

contact your nearest office on

the details below.

Sheridan House, Forest Row, East Sussex, RH18 5EA

01342 828000 ph

01342 828001 fax

Unit 4, St Saviours Wharf, Mill Street, London, SE1 2BE

0845 850 8280 ph

0845 850 8281 fax

www.tullydeath.com

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