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Prospect (GB)
Limited
Flood Risk Assessment & Drainage Strategy
Union Street Clitheroe
Ironside Farrar Limited 3 Worsley Court
High Street Worsley
Manchester M28 3NJ
30250/SRG
June 2017
Union Street File Ref: 30250/SRG Clitheroe
Prepared By: S.R. Gough
Checked By: S.A. Pope
Union Street File Ref: 30250/SRG Clitheroe
Ironside Farrar Limited Page 1 June 2017
CONTENTS 1. Introduction 2. Site Description
3. Proposed Development
4. Planning Policy 5. Forms of Flooding 6. Development and Drainage 7. Conclusions 8. Recommendations APPENDICES Appendix A Location Plan Appendix B Existing Site Plan Appendix C Topographical Survey Appendix D Aerial and Site Photographs Appendix E Environment Agency Flood Risk map Appendix F Sewer Records Appendix G Consultation with United Utilities Appendix H Proposed Development & Drainage Appendix I Hydraulic Calculations Appendix J Envirocheck Flood Data
Union Street File Ref: 30250/SRG Clitheroe
Ironside Farrar Limited Page 2 June 2017
DEVELOPMENT AT UNION STREET
CLITHEROE FLOOD RISK ASSESSMENT
& DRAINAGE STRATEGY
1.0 Introduction
This Flood Risk Assessment and Drainage Strategy have been prepared by Ironside Farrar Limited on behalf of Prospect (GB) Limited in connection with a planning application for residential development of land off Union Street, Clitheroe. In accordance with National Planning Policy Framework (NPPF) and the associated Technical Guidance document, flood risk must be assessed for all sources including tidal (from the sea), fluvial (from rivers), pluvial (from land), groundwater, sewer and artificial water bodies (e.g reservoirs, canals, major water supply infrastructure etc.). More specifically, the development of any site must be carried out in such a way as to mitigate any potential flood risk, both on and off site from all sources of flooding.
2.0 Site Description
The application site comprises a parcel of land, measuring approximately 1.34ha in area. It is situated to the north of Beech Road and is located at the west fringe of the built-up area of Clitheroe, approximately 1km to the west of the town centre (grid reference SD 73278 41778). The extent of the area to which the application relates is shown on the enclosed site location plan (see Appendix A and B) and is identified by the redline boundary. The almost rectangular site is presently one large field with short grass used for grazing; access is directly from Union Street in the south west corner of the site. There are adjacent residential properties to the west and south of the site on Meadow Avenue and Greenfield Avenue. The site is surrounded on the north and east by other open fields used mainly for grazing livestock and private gardens. A hedge forms the north and east boundary with a ditch running along the base; the ditch continues away to the west along the north of the existing gardens of Meadow View. There is a public footpath extending from Union Street to the south-east corner of the site where it meets a further path running along the hedge just outside
Union Street File Ref: 30250/SRG Clitheroe
Ironside Farrar Limited Page 3 June 2017
the eastern boundary. In the centre of the site there is a shallow, ephemeral pond and a shallow ditch on the western boundary that runs to the north-west corner of the site to join the ditch described above. There are some mature trees within the hedges surrounding the site but no trees in the main body of the site Topographically, the site generally falls from east to west. The level at the eastern end of Union Street is 62.28m and the southern boundary rises to 65.00m in the south-east corner of the site. The eastern boundary is relatively level with a slight rise to the north where the level is 66.11m. Along the northern boundary, the levels fall again to the north-west corner where the site level is 61.81m and the ditch level 60.98m. The topographical survey is included in Appendix C and a selection of photographs, together with an aerial photo is included in Appendix D to illustrate the site at the present day.
3.0 Proposed Development
The proposals for the land off Union Street comprise a residential development of up to 36 units with associated access, parking and landscaping. Access is via a new road to be constructed as an extension of Union Street and open space will be provided at the south of the site adjacent to the existing residential development; a foul pumping station will also be in the north-east corner of the site. An indicative layout of the development is shown on the Proposed Development and Drainage Layout attached at Appendix H.
4.0 Planning Policy
The National Planning Policy Framework (NPPF) sets out the Government’s policy on meeting the challenges of climate change, flooding and coastal change. The NPPF states that: “Planning plays a key role in helping shape places to secure radical reductions in greenhouse gas emissions, minimising vulnerability and providing resilience to the impact of climate change, and supporting the delivery of renewable and low carbon energy and associated infrastructure. This is central to the economic, social and environmental dimensions of sustainable development.
Union Street File Ref: 30250/SRG Clitheroe
Ironside Farrar Limited Page 4 June 2017
Local planning authorities should adopt proactive strategies to mitigate and adapt to climate change taking full account of flood risk, coastal change and water supply and demand consideration.” This Flood Risk Assessment proposes recommendations to facilitate the proposed development so that it takes into account flood risk at all stages of the development.
4.1 Sequential and Exception Test
Based on the location of the development on the site in Flood Zone 1 all development (including ‘More Vulnerable’) is deemed appropriate according to NPPF, therefore the development is appropriately situated and the Sequential Test is not required.
4.2 Exception Test
NPPF classifies the development as ‘More Vulnerable’, however as the site is located within Flood Zone 1 the Exception Test is not required.
5.0 Forms of Flooding
The Technical Guidance to the National Planning Policy Framework requires all forms of flooding to be considered.
5.1 Flooding from Rivers
The Environment Agency Flood Risk map and river network is included as Appendix E.
It can be seen from the map that the site is located in Flood Zone 1 with a chance of flooding of less than 0.1% (or 1 in 1000). The nearest open main watercourse is the River Ribble located approximately 450m to the west of the site. The site is therefore not considered to be at risk of flooding from rivers.
5.2 Flooding from the Sea
The Environment Agency Flood Risk map is included as Appendix E.
It can be seen from the map that the site is located in Flood Zone 1 with a chance of flooding of less than 0.1% (or 1 in 1000).
Union Street File Ref: 30250/SRG Clitheroe
Ironside Farrar Limited Page 5 June 2017
The site is therefore not considered to be at risk of flooding from the sea.
5.3 Flooding from Land
Intense rainfall, often of short duration, that is unable to soak into the ground or enter drainage systems can run quickly off land and result in local flooding. Reference should be made to the Envirocheck Flood Data included in Appendix J. The EA/NRW flood data indicates the site has potential flood depths of up to 0.3m along the ditch on the western boundary in all events up to the 1000-year return period event. The flow direction is indicated towards the north at velocities between 0.5 and 1.00m/s and the 1000year Hazard Rating along the western boundary is in the Low to Medium rating.
Only the land to the east of the site is at levels above the site with potential for surface run-off onto the site from the adjacent land but there is a ditch along this boundary that will intercept overland flows and direct them to the north. The finished floor levels of the development will ensure any overland flows are directed away from the proposed buildings. Reference should also be made to section 6 relating to the site drainage.
5.4 Flooding from Groundwater
During the walkover survey, there was some evidence of waterlogging on the site around the shallow, ephemeral pond on the site; two ponds are present but the land surrounding both is not waterlogged. The BGS (British Geological Society) data included in Appendix J shows the site to be located in an area with potential for groundwater flooding of property situated below ground level; the ESI Groundwater Flood Map indicates the site to be at Negligible risk. A site investigation has been undertaken in March 2017 and reference should be made to E3P Report reference 11-525-r1 for the full details. During this investigation, monitoring points were installed and the report comments: “Groundwater was encountered in TP109 during the site investigation as a moderate inflow at 1.10m bgl associated with a band of peat. Subsequent monitoring recorded groundwater from just below the surface to 1.5m bgl.”
Union Street File Ref: 30250/SRG Clitheroe
Ironside Farrar Limited Page 6 June 2017
Site levels will ensure finished floor levels are set above existing ground levels. The site is therefore not considered to be at risk of flooding from groundwater.
5.5 Flooding from Sewers
The record of Public Sewers has been obtained from United Utilities and is included in Appendix F. There is a 225mm dia. surface water sewer that enters the site on the southern boundary but then terminates in the site. Further investigation on site has revealed the surface water sewer is connected to a 525mm dia. culverted ordinary watercourse that enters the site in the south-east corner of the site from the public footpath corridor and then runs along the southern boundary to the west along Union Street. At the manhole in the junction with Queen Street, the culvert is 1.70m deep. United Utilities have been consulted with regards to flooding from the public sewerage system in Appendix G and their response is awaited.
The site itself is therefore considered to be at very low risk of flooding from sewers but the final drainage proposals for the site will need to be agreed with United Utilities.
5.6 Flooding from Reservoirs, Canals and Other Artificial Sources
There are no artificial sources of flooding near the site. The site is therefore not at risk of flooding from artificial sources.
6.0 Development and Drainage
In line with common practice, it is proposed the surface water discharge from the proposed development should mimic that from the existing site. The site is considered greenfield and the run-off rates have been assessed for the site using the IoH Report 124 and result in a Qbar flow of 10.6l/s and flows from the development will be restricted to this rate.
Union Street File Ref: 30250/SRG Clitheroe
Ironside Farrar Limited Page 7 June 2017
A connection to the existing culverted watercourse at the south west of the site is possible and the Sketch Drainage Layout included in Appendix H has been prepared to demonstrate the site can be developed without increasing flood risk elsewhere. Attenuation will be included in the system in the form of oversized pipes and off-line cellular storage with a flow control introduced to limit the flows. The hydraulic calculations included in Appendix I indicate the flows from the development can be restricted to 10.6l/s in all events up to the 100year (including 30% climate change allowance). Due to the topography and nature of the development, it will be necessary to raise existing site levels to ensure a gravity surface water connection, including the required attenuation, can be made to the existing culverted watercourse. Further details of the proposed drainage system will need to be agreed with United Utilities and Lancashire CC LLFA. The site investigation undertaken at the site recorded the following ground conditions: Top Soil Top soil has been recorded in all of the exploratory whole locations to a maximum depth of 0.40m bgl. In a number of locations small amounts of anthropogenic material were recorded.
Made Ground Made Ground has been recorded in three locations at the site, though as discussed rare anthropogenic material has been recorded within the Top-Soil. The three area of Made Ground occur is discrete areas and do not appear to be related to any specific historical feature. Drift Drift deposits at the site comprise of both a predominantly sandy gravelly CLAY and a sandy, gravelly silty CLAY. The CLAY strata were recorded as being variable in strength with depth in some locations but generally increased with depth. However, the CLAY was recorded as being very soft, low strength in TP109 from 1.40m bgl, soft low strength from 1.70bgl in TP103 and 1.50mbgl to 1.70mbgl in TP106. A PEAT horizon was recorded in TP109 immediately to the northeast of the area of standing water though other exploratory locations did not record it. This indicates the PEAT is not laterally extensive though further investigation beneath the body of standing water is recommended once it has been drained. Solid Solid strata has not been recorded during this investigation but BGS records from approximately 1.0km to the west indicates bedrock to be at 38mbgl. The site investigation concluded that infiltration will not be suitable on the site. A foul drainage connection can be made to the public sewers in Queen Street or Meadow Avenue via a foul pumping station in the north of the site.
Union Street File Ref: 30250/SRG Clitheroe
Ironside Farrar Limited Page 8 June 2017
7.0 Conclusions
• The site is located within Flood Zone 1 with a low probability of flooding.
• The site is at a low risk of flooding from other sources.
• The site is presently considered to be greenfield and the Qbar flow
is 10.6l/s; flows from the development will be restricted to this figure in all events up to the 100 year with a 30% allowance for climate change.
• Attenuation can be provided in the form of oversized underground
pipes and off-line cellular storage.
• Infiltration SUDS techniques are not suitable on the site.
• Foul drainage may be connected to the existing public combined sewer in Queen Street or Meadow Avenue via a foul pumping station.
8.0 Recommendations
• Suitable tried and tested planning conditions shall be agreed to address the drainage of the site in accordance with the flood risk assessment & drainage strategy.
• Following initial consultation, further discussions should take place with United Utilities and Lancashire CC LLFA with a view to connecting the development to the existing culverted watercourse.
• Attenuation will need to be incorporated into the surface water drainage to ensure flows are limited to the specified discharge rate.
• A foul pumping station should be included in the foul drainage
design.
• SUDS measures should not be included within the detailed drainage system.
• The external levels shall be adjusted locally to ensure overland
flood routes exist through the development for use in exceptional circumstances; levels for the development will need to be raised to ensure gravity connection to the surface water system.
Union Street File Ref: 30250/SRG Clitheroe
APPENDIX A
Site Location Plan
Union Street File Ref: 30250/SRG Clitheroe
APPENDIX B
Existing Site Plan
Union Street File Ref: 30250/SRG Clitheroe
APPENDIX C
Topographical Survey
Union Street File Ref: 30250/SRG Clitheroe
APPENDIX D
Aerial & Site Photographs
Union Street to the West.
Southern Site Boundary. Site from South East corner.
Eastern end of Union Street.
Public Footpath to South East of site. Eastern site boundary to the South.
View West along Northern boundary. Northern boundary to the East.
Western boundary to the South. Informal ‘Pond’ area in centre of site.
View North along Western boundary. View West to Union street.
Union Street File Ref: 30250/SRG Clitheroe
APPENDIX E
Environment Agency Flood Risk Map
Order Details
Site DetailsSite at 373280, 441780
Order Number:Customer Ref:National Grid Reference:Slice:Site Area (Ha):Search Buffer (m):
105484524_1_130250373280, 441780A0.011000
Tel:Fax:Web:
0844 844 99520844 844 9951www.envirocheck.co.uk
Page 16 of 17A Landmark Information Group Service v50.0 21-Nov-2016
Detailed River Network Map - Slice A
Detailed River Network Map (1:10,000)
Union Street File Ref: 30250/SRG Clitheroe
APPENDIX F
Existing Sewer Records
Union Street File Ref: 30250/SRG Clitheroe
APPENDIX G
Consultation with United Utilities
1
Simon Gough
From: Simon GoughSent: 04 June 2017 06:57To: Wastewater Developer ServicesCc: Perry, Graham; 'Johnson Mulk'Subject: Union Street, Clitheroe(30250)Attachments: 30250_App A.pdf; 30250_App F.pdf; 30250_App H.pdf; 30250 ExRunOff.pdf; 30250
Wastewater_predevelopment_enquiry 170602.doc
On behalf of our client Prospect (GB) Limited please find attached a Predevelopment Enquiry for a proposed residential development at Union Street, Clitheroe Documents attached include:
Wastewater predevelopment enquiry form
30250/AppA ‐ Location Plan
30250/AppF ‐ Sewer Records
30250/AppH – Preliminary Development & Drainage
Existing Run‐Off Flow Calculation Please can you consider the details attached and confirm the proposed surface water discharge is acceptable into the adjacent culverted watercourse. Please can you also confirm acceptance of foul discharge into the foul public sewers at a suitable location via a pumping station. Please also confirm if there are any flooding incidents from the sewer system in the vicinity of the site. Regards Simon Gough | Director | Ironside Farrar | 3 Worsley Court | Worsley | Manchester |M28 3NJ | Tel: 0161 703 8801 | Fax: 0161 703 8279 | Mobile: 07717 023091 I Web:ironsidefarrar.com
Please consider the environment before printing this e-mail. Ironside Farrar Limited is a limited company registered in Scotland, registration number: 109330 registered address: 111 McDonald Road, Edinburgh, EH7 4NW.
WWPDE1114 1
This form is for all first time enquiries you may have when planning your development. If your enquiry relates to advice on connection points and discharge rates, please complete all sections, providing as much information as you have available. You will notice some fields are marked as optional, all other fields are mandatory. For all other enquiries, please complete Sections 1, 2, 7 and 8. When answering the yes/no questions please mark an ‘x’ in the appropriate box. All enquiries must be accompanied by a site location plan, clearly identifying the site boundary. Once completed, please return this form by email to [email protected] or post to United Utilities, Developer Services and Planning, Warrington North Wastewater Treatment Works, Gatewarth Industrial Estate, Off Liverpool Road, Warrington, WA5 1DS. We aim to respond to enquiries within 15 working days from receipt of your completed enquiry form.
Section 1: About you
Applicant Agent (if applicable)
Name Johnson Mulk SIMON GOUGH
Company name Prospect (GB) Limited IRONSIDE FARRAR LIMITED
Home or company address (including postcode)
Prospect (GB) Limited, Unit 5, Meridian Business Park, Hansby Drive Hunts Cross, Speke L24 9LG
3 WORSLEY COURT, WORSLEY, MANCHESTER, M28 3NJ
Contact telephone number (a mobile number is fine) 0151 448 5720 0161 703 8801
Email [email protected] [email protected]
What is your enquiry? Foul connection points / discharge rates for proposed residential development.
Who should we send the enquiry response to? Applicant Agent Both X
Section 2: About your site
Site name Union Street, Clitheroe
Site address (or nearest main road) Union Street, Clitheroe
Nearest postcode BB7 2LY
Site grid reference (mid point) X: 341840 Y: 438587
Approx. number of dwellings 36
Approx. numbers of non-household units 0
Total site area (hectares) 1.34
Development area - hectares (Optional) Residential 1.34 Commercial Industrial
Estimated onsite date (Optional) October 2017
Estimated first occupation (Optional)
Does the site have planning permission?
Full Yes No X Application submitted Planning Ref
(if applicable)
Outline Yes No X Application submitted Planning Ref
(if appropriate)
Have you approached us about this site previously? Yes No X
If yes, please provide Ref No. &/or contact
details
Wastewater predevelopment enquiry
WWPDE1114 2
Section 3: Your site drainage strategy
Type of site GREENFIELD (Go to Q 3.1) X BROWNFIELD
(Go to Q 3.2)
3.1 Greenfield site (Optional) Confirmed attachment:
Please provide full calculations to show existing greenfield run off rates Yes X No
3.2 Brownfield site (Optional) Confirmed attachment:
Please provide a plan showing existing foul water drainage from this site to the public sewer network (including location of existing drains, pipe sizes and points of connection) Yes No X
Please provide a plan showing the existing surface water drainage from this site to the public sewer network, including location of existing drains, pipe sizes and points of connection Yes No X
Will this development produce trade effluent? Yes No X
If yes, have you applied for a trade effluent consent from United Utilities? Yes No N/A
Do you intend to discharge highways drainage to the public sewer network? Yes X No
If yes, to which sewer? Proposed SW system
Section 4: Foul water connection
Are you proposing to use an existing connection to the public sewer? Yes No X
If yes, please provide manhole number or grid reference number If no, please provide the proposed flow rate and connection points (litres per second) 5l/s
Is the foul water discharge to be pumped? Yes X No
Section 5: Surface water connection
If you are proposing to connect surface water to a public sewer, please attach evidence that all options for Sustainable Urban Drainage Systems (SUDs) have been explored in accordance with part H of the Building Regulations 2010.
Details of SUDs can be found at http://www.ciria.com/sudsdesign_guidance.htm
How do you propose to drain surface water from the site? SUDs (Go to Section 6) X
Discharge to public sewer (Go to Q5.1)
(5.1) Does the site have existing surface water connections to the public sewer?
Yes (Go to Q5.2) No
(Go to Q5.3) X
(5.2) Proposed surface water discharging to public sewer via existing connection Yes No
(Go to Q5.3)
X Are you proposing to use an existing connection?
If yes, please provide manhole number or grid reference number & proposed flow rates N/A
(5.3) Proposed surface water discharging to public sewer via a new connection Qbar rate 10.6l/s
Adjacent watercourse If a new connection point is required, please provide proposed point of connection and proposed flow rates (litres per second)
Have you completed a flood risk assessment in support of your planning application? Yes No X
Is the surface water to be controlled? (Optional) Yes X No
Is the surface water to be pumped? (Optional) Yes No X
WWPDE1114 3
Section 6: Development details (Optional)
Is the development part of a larger site that will be developed in phases or will be subject to separate planning applications?
If yes, please provide details below Yes No X
Phase No.
1 2 3 4 5 6 7
Start date on site
Anticipated date of first occupation
Anticipated completion date
No. of dwellings
Sustainability code for dwellings
Public houses and/or restaurants
No. of seats
Floor space (m2)
Hotels: Total No. of beds
Schools: Total No. of pupils
Hospitals: Total No. of beds
Nursing homes: Total No. of beds
Retail units: Total No. of units
Office space: Total No. of units
Industrial / manufacturing: Total No. of units
Other: Foul water (litres per second)
Section 7: Supporting information Please confirm you have included all supporting information in relation to your enquiry
Site location plan Yes X No
Site boundary Yes X No
Proposed drainage layout plan (optional) Yes No X
Indicative layout plan (optional) Yes X No
Calculations in support of proposed flow rates or run off rates (optional) Yes X No
Flood risk assessment (if appropriate) Yes No X
Section 8: Declaration
I understand that the submission of this form is to be treated as a preliminary enquiry and the information may be subject to change. In particular, I understand that the information United Utilities Water Limited provides in response is valid only in conjunction with the information provided in relation to this enquiry, any changes to regulation or development layout will
invalidate our response.
Name (please print) SIMON GOUGH Signature
Company IRONSIDE FARRAR Date 02/06/17
For United Utilities use only
Date received UUW Ref No. United Utilities Water Limited, Haweswater House, Lingley Mere Business Park, Lingley Green Avenue, Warrington, WA5 3LP. Registered in England and Wales. Registered number 2366678.
Union Street File Ref: 30250/SRG Clitheroe
APPENDIX H
Proposed Development &
Drainage Layout
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(61.075)750mmØ1:400
(61.123)62.46
Ex 525mmØ Culvert
Ex MHC.L 62.58mI.L 60.87m
62.75
Ex 525mmØ Culvert
(60.967)
750mmØ 1:400
62.97
64.50
(61.226)
64.15
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63.34
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@ 1
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(60.
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(60.
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150m
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@ 1
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(60.
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(59.
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150m
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900m
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(61.
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63.09
(61.
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(61.
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900m
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1:4
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900m
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(61.
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63.65
63.00
(61.
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63.35
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mØ
1 :4
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(61.445)
(61.300)150mmØ @ 1:150
150mmØ @ 1:150
(61.187)
(61.007)
(61.392)
900mmØ 1:400
900mmØ 1:400
63.67
60m
300mmØ 1:190
65.00
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4
.
4
0
Off-line CellularStorage 36m³x 0.4m I.L 62.00mabove 30 year W.L
Off-line Cellular Storage123m³x 0.4m deep I.L 62.00mabove 30 year W.L
Proposed ControlManhole with vortexflow control to limitflows to 10.6l/s(equivalent to Qbar) inall events up to andincluding the 100 yearevent +30% ccallowance.
Off-line Cellular Storage32m³x 0.4m deep I.L 62.00mabove 30 year W.L
Off-line Cellular Storage92m³x 0.4m deep I.L 62.00mabove 30 year W.L
Off-line Cellular Storage60m³x 0.4m deep I.L 62.00mabove 30 year W.L
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PROPOSED FFL's ARESHOWN ± 750mm
EnvironmentalPlannersCivilEngineers
LandscapeArchitectsGraphicDesign
EnvironmentalConsultants
EDINBURGH BELLSHILL
Tel. 0161 703 8801 Fax. 0161 703 82793 Worsley Court MANCHESTER M28 3NJ
IronsideFarrar
Checked ByDrawnOriginal Size Copyright Acknowledgement Drawing No.
Ordnace Survey©©Crown Copyright.All rights reserved.Licence No. AL100017966.
Date Scale
Title
Quality Ass. Client
North Point Project
Revision
UKAS 005QualityAssuranceISO 9001:2008SGS CertificateGB02/54539
Union StreetClitheroe
Prospect (GB)Limited
Proposed Development& Drainage Layout
KD SRG
March 17 1:500
30250/App HA1
Union Street File Ref: 30250/SRG Clitheroe
APPENDIX I
Hydraulic Calculations
Ironside Farrar Ltd Page 1
3 Worsley Court Union Street
Walkden Clitheroe
Manchester M28 3NJ Existing Runoff
Date March 2017 Designed by srg
File Checked by
Micro Drainage Source Control 2016.1
ICP SUDS Mean Annual Flood
©1982-2016 XP Solutions
Input
Return Period (years) 100 Soil 0.450Area (ha) 1.310 Urban 0.000SAAR (mm) 1179 Region Number Region 10
Results l/s
QBAR Rural 10.6QBAR Urban 10.6
Q100 years 22.0
Q1 year 9.2Q30 years 18.0
Q100 years 22.0
Ironside Farrar Ltd Page 1
3 Worsley Court Union Street
Walkden Clitheroe
Manchester M28 3NJ Proposed SW Layout
Date June 2017 Designed by srg
File 30250 Proposed SW 1706... Checked by
Micro Drainage Network 2016.1
STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm
©1982-2016 XP Solutions
Pipe Sizes STANDARD Manhole Sizes STANDARD
FSR Rainfall Model - England and WalesReturn Period (years) 2 Add Flow / Climate Change (%) 0
M5-60 (mm) 20.400 Minimum Backdrop Height (m) 0.000Ratio R 0.256 Maximum Backdrop Height (m) 0.000
Maximum Rainfall (mm/hr) 0 Min Design Depth for Optimisation (m) 1.200Maximum Time of Concentration (mins) 30 Min Vel for Auto Design only (m/s) 1.00
Foul Sewage (l/s/ha) 0.000 Min Slope for Optimisation (1:X) 500Volumetric Runoff Coeff. 0.750
Designed with Level Soffits
Time Area Diagram for Storm
Time
(mins)
Area
(ha)
Time
(mins)
Area
(ha)
0-4 0.344 4-8 0.244
Total Area Contributing (ha) = 0.588
Total Pipe Volume (m³) = 153.600
Network Design Table for Storm
PN Length
(m)
Fall
(m)
Slope
(1:X)
I.Area
(ha)
T.E.
(mins)
Base
Flow (l/s)
k
(mm)
HYD
SECT
DIA
(mm)
Section Type Auto
Design
1.000 22.000 0.055 400.0 0.064 4.00 0.0 0.600 o 900 Pipe/Conduit1.001 21.000 0.053 396.2 0.098 0.00 0.0 0.600 o 900 Pipe/Conduit1.002 23.000 0.058 396.6 0.051 0.00 0.0 0.600 o 900 Pipe/Conduit
2.000 25.000 0.063 396.8 0.059 4.00 0.0 0.600 o 900 Pipe/Conduit
1.003 49.500 0.124 399.2 0.067 0.00 0.0 0.600 o 900 Pipe/Conduit
Network Results Table
PN Rain
(mm/hr)
T.C.
(mins)
US/IL
(m)
Σ I.Area
(ha)
Σ Base
Flow (l/s)
Foul
(l/s)
Add Flow
(l/s)
Vel
(m/s)
Cap
(l/s)
Flow
(l/s)
1.000 0.00 4.23 61.500 0.064 0.0 0.0 0.0 1.56 992.7 0.01.001 0.00 4.46 61.445 0.162 0.0 0.0 0.0 1.57 997.5 0.01.002 0.00 4.70 61.392 0.213 0.0 0.0 0.0 1.57 997.0 0.0
2.000 0.00 4.27 61.398 0.059 0.0 0.0 0.0 1.57 996.7 0.0
1.003 0.00 5.23 61.334 0.339 0.0 0.0 0.0 1.56 993.7 0.0
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File 30250 Proposed SW 1706... Checked by
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Network Design Table for Storm
©1982-2016 XP Solutions
PN Length
(m)
Fall
(m)
Slope
(1:X)
I.Area
(ha)
T.E.
(mins)
Base
Flow (l/s)
k
(mm)
HYD
SECT
DIA
(mm)
Section Type Auto
Design
3.000 22.000 0.055 400.0 0.046 4.00 0.0 0.600 o 900 Pipe/Conduit
1.004 22.500 0.056 401.8 0.079 0.00 0.0 0.600 o 900 Pipe/Conduit1.005 12.500 0.031 403.2 0.045 0.00 0.0 0.600 o 900 Pipe/Conduit1.006 19.000 0.048 395.8 0.014 0.00 0.0 0.600 o 750 Pipe/Conduit1.007 43.000 0.108 398.1 0.065 0.00 0.0 0.600 o 750 Pipe/Conduit1.008 8.000 0.042 190.5 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit
Network Results Table
PN Rain
(mm/hr)
T.C.
(mins)
US/IL
(m)
Σ I.Area
(ha)
Σ Base
Flow (l/s)
Foul
(l/s)
Add Flow
(l/s)
Vel
(m/s)
Cap
(l/s)
Flow
(l/s)
3.000 0.00 4.23 61.266 0.046 0.0 0.0 0.0 1.56 992.7 0.0
1.004 0.00 5.47 61.210 0.464 0.0 0.0 0.0 1.56 990.5 0.01.005 0.00 5.61 61.154 0.509 0.0 0.0 0.0 1.55 988.7 0.01.006 0.00 5.83 61.123 0.523 0.0 0.0 0.0 1.40 618.7 0.01.007 0.00 6.35 61.075 0.588 0.0 0.0 0.0 1.40 616.9 0.01.008 0.00 6.46 60.967 0.588 0.0 0.0 0.0 1.14 80.3 0.0
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PIPELINE SCHEDULES for Storm
Upstream Manhole
©1982-2016 XP Solutions
PN Hyd
Sect
Diam
(mm)
MH
Name
C.Level
(m)
I.Level
(m)
D.Depth
(m)
MH
Connection
MH DIAM., L*W
(mm)
1.000 o 900 1 63.600 61.500 1.200 Open Manhole 21001.001 o 900 2 63.350 61.445 1.005 Open Manhole 21001.002 o 900 3 63.610 61.392 1.318 Open Manhole 2100
2.000 o 900 4 64.150 61.398 1.852 Open Manhole 2100
1.003 o 900 5 63.850 61.334 1.616 Open Manhole 2400
3.000 o 900 6 64.500 61.266 2.334 Open Manhole 2100
1.004 o 900 7 63.340 61.210 1.230 Open Manhole 24001.005 o 900 8 63.090 61.154 1.036 Open Manhole 21001.006 o 750 9 62.940 61.123 1.067 Open Manhole 21001.007 o 750 10 62.750 61.075 0.925 Open Manhole 21001.008 o 300 11 62.480 60.967 1.213 Open Manhole 2100
Downstream Manhole
PN Length
(m)
Slope
(1:X)
MH
Name
C.Level
(m)
I.Level
(m)
D.Depth
(m)
MH
Connection
MH DIAM., L*W
(mm)
1.000 22.000 400.0 2 63.350 61.445 1.005 Open Manhole 21001.001 21.000 396.2 3 63.610 61.392 1.318 Open Manhole 21001.002 23.000 396.6 5 63.850 61.334 1.616 Open Manhole 2400
2.000 25.000 396.8 5 63.850 61.335 1.615 Open Manhole 2400
1.003 49.500 399.2 7 63.340 61.210 1.230 Open Manhole 2400
3.000 22.000 400.0 7 63.340 61.211 1.229 Open Manhole 2400
1.004 22.500 401.8 8 63.090 61.154 1.036 Open Manhole 21001.005 12.500 403.2 9 62.940 61.123 0.917 Open Manhole 21001.006 19.000 395.8 10 62.750 61.075 0.925 Open Manhole 21001.007 43.000 398.1 11 62.480 60.967 0.763 Open Manhole 21001.008 8.000 190.5 62.580 60.925 1.355 Open Manhole 1500
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Simulation Criteria for Storm
©1982-2016 XP Solutions
Volumetric Runoff Coeff 0.750 Additional Flow - % of Total Flow 0.000Areal Reduction Factor 1.000 MADD Factor * 10m³/ha Storage 2.000
Hot Start (mins) 0 Inlet Coeffiecient 0.800Hot Start Level (mm) 0 Flow per Person per Day (l/per/day) 0.000
Manhole Headloss Coeff (Global) 0.500 Run Time (mins) 60Foul Sewage per hectare (l/s) 0.000 Output Interval (mins) 1
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 1 Number of Storage Structures 5 Number of Real Time Controls 0
Synthetic Rainfall Details
Rainfall Model FSR Profile Type SummerReturn Period (years) 2 Cv (Summer) 0.750
Region England and Wales Cv (Winter) 0.840M5-60 (mm) 20.400 Storm Duration (mins) 30
Ratio R 0.256
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Online Controls for Storm
©1982-2016 XP Solutions
Hydro-Brake Optimum® Manhole: 11, DS/PN: 1.008, Volume (m³): 23.3
Unit Reference MD-SHE-0144-1060-1400-1060Design Head (m) 1.400
Design Flow (l/s) 10.6Flush-Flo™ CalculatedObjective Minimise upstream storage
Application SurfaceSump Available YesDiameter (mm) 144
Invert Level (m) 60.967Minimum Outlet Pipe Diameter (mm) 225
Suggested Manhole Diameter (mm) 1200
Control Points Head (m) Flow (l/s) Control Points Head (m) Flow (l/s)
Design Point (Calculated) 1.400 10.6 Kick-Flo® 0.880 8.5Flush-Flo™ 0.408 10.6 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 a Hydro-Brake Optimum® be utilised then these storage routing calculations will be invalidated
Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)
0.100 5.2 1.200 9.9 3.000 15.2 7.000 22.80.200 9.7 1.400 10.6 3.500 16.4 7.500 23.60.300 10.4 1.600 11.3 4.000 17.4 8.000 24.30.400 10.6 1.800 11.9 4.500 18.5 8.500 25.00.500 10.5 2.000 12.5 5.000 19.4 9.000 25.70.600 10.3 2.200 13.1 5.500 20.3 9.500 26.40.800 9.4 2.400 13.7 6.000 21.21.000 9.0 2.600 14.2 6.500 22.0
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Storage Structures for Storm
©1982-2016 XP Solutions
Cellular Storage Manhole: 3, DS/PN: 1.002
Invert Level (m) 62.000 Safety Factor 2.0Infiltration Coefficient Base (m/hr) 0.00000 Porosity 0.95Infiltration Coefficient Side (m/hr) 0.00000
Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)
0.000 60.0 0.0 1.300 0.0 0.00.100 60.0 0.0 1.400 0.0 0.00.200 60.0 0.0 1.500 0.0 0.00.300 60.0 0.0 1.600 0.0 0.00.400 60.0 0.0 1.700 0.0 0.00.401 0.0 0.0 1.800 0.0 0.00.600 0.0 0.0 1.900 0.0 0.00.700 0.0 0.0 2.000 0.0 0.00.800 0.0 0.0 2.100 0.0 0.00.900 0.0 0.0 2.200 0.0 0.01.000 0.0 0.0 2.300 0.0 0.01.100 0.0 0.0 2.400 0.0 0.01.200 0.0 0.0 2.500 0.0 0.0
Cellular Storage Manhole: 4, DS/PN: 2.000
Invert Level (m) 62.000 Safety Factor 2.0Infiltration Coefficient Base (m/hr) 0.00000 Porosity 0.95Infiltration Coefficient Side (m/hr) 0.00000
Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)
0.000 92.0 0.0 1.300 0.0 0.00.100 92.0 0.0 1.400 0.0 0.00.200 92.0 0.0 1.500 0.0 0.00.300 92.0 0.0 1.600 0.0 0.00.400 92.0 0.0 1.700 0.0 0.00.401 0.0 0.0 1.800 0.0 0.00.600 0.0 0.0 1.900 0.0 0.00.700 0.0 0.0 2.000 0.0 0.00.800 0.0 0.0 2.100 0.0 0.00.900 0.0 0.0 2.200 0.0 0.01.000 0.0 0.0 2.300 0.0 0.01.100 0.0 0.0 2.400 0.0 0.01.200 0.0 0.0 2.500 0.0 0.0
Cellular Storage Manhole: 5, DS/PN: 1.003
Invert Level (m) 62.000 Safety Factor 2.0Infiltration Coefficient Base (m/hr) 0.00000 Porosity 0.95Infiltration Coefficient Side (m/hr) 0.00000
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Cellular Storage Manhole: 5, DS/PN: 1.003
©1982-2016 XP Solutions
Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)
0.000 32.0 0.0 1.300 0.0 0.00.100 32.0 0.0 1.400 0.0 0.00.200 32.0 0.0 1.500 0.0 0.00.300 32.0 0.0 1.600 0.0 0.00.400 32.0 0.0 1.700 0.0 0.00.401 0.0 0.0 1.800 0.0 0.00.600 0.0 0.0 1.900 0.0 0.00.700 0.0 0.0 2.000 0.0 0.00.800 0.0 0.0 2.100 0.0 0.00.900 0.0 0.0 2.200 0.0 0.01.000 0.0 0.0 2.300 0.0 0.01.100 0.0 0.0 2.400 0.0 0.01.200 0.0 0.0 2.500 0.0 0.0
Cellular Storage Manhole: 7, DS/PN: 1.004
Invert Level (m) 62.000 Safety Factor 2.0Infiltration Coefficient Base (m/hr) 0.00000 Porosity 0.95Infiltration Coefficient Side (m/hr) 0.00000
Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)
0.000 123.0 0.0 1.300 0.0 0.00.100 123.0 0.0 1.400 0.0 0.00.200 123.0 0.0 1.500 0.0 0.00.300 123.0 0.0 1.600 0.0 0.00.400 123.0 0.0 1.700 0.0 0.00.401 0.0 0.0 1.800 0.0 0.00.600 0.0 0.0 1.900 0.0 0.00.700 0.0 0.0 2.000 0.0 0.00.800 0.0 0.0 2.100 0.0 0.00.900 0.0 0.0 2.200 0.0 0.01.000 0.0 0.0 2.300 0.0 0.01.100 0.0 0.0 2.400 0.0 0.01.200 0.0 0.0 2.500 0.0 0.0
Cellular Storage Manhole: 8, DS/PN: 1.005
Invert Level (m) 62.000 Safety Factor 2.0Infiltration Coefficient Base (m/hr) 0.00000 Porosity 0.95Infiltration Coefficient Side (m/hr) 0.00000
Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)
0.000 36.0 0.0 0.800 0.0 0.00.100 36.0 0.0 0.900 0.0 0.00.200 36.0 0.0 1.000 0.0 0.00.300 36.0 0.0 1.100 0.0 0.00.400 36.0 0.0 1.200 0.0 0.00.401 0.0 0.0 1.300 0.0 0.00.600 0.0 0.0 1.400 0.0 0.00.700 0.0 0.0 1.500 0.0 0.0
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Cellular Storage Manhole: 8, DS/PN: 1.005
©1982-2016 XP Solutions
Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)
1.600 0.0 0.0 2.100 0.0 0.01.700 0.0 0.0 2.200 0.0 0.01.800 0.0 0.0 2.300 0.0 0.01.900 0.0 0.0 2.400 0.0 0.02.000 0.0 0.0 2.500 0.0 0.0
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File 30250 Proposed SW 1706... Checked by
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1 year Return Period Summary of Critical Results by Maximum Level (Rank1) for Storm
©1982-2016 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 Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 1 Number of Storage Structures 5 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR Ratio R 0.256
Region England and Wales Cv (Summer) 0.750M5-60 (mm) 20.400 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 300.0Analysis Timestep 2.5 Second Increment (Extended)
DTS Status ONDVD Status ON
Inertia Status OFF
Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600
Return Period(s) (years) 1, 30, 100Climate Change (%) 0, 0, 30
PN
US/MH
Name Storm
Return
Period
Climate
Change
First (X)
Surcharge
First (Y)
Flood
First (Z)
Overflow
Overflow
Act.
Water
Level
(m)
1.000 1 15 Winter 1 +0% 61.5821.001 2 15 Winter 1 +0% 61.5521.002 3 15 Winter 1 +0% 100/180 Winter 61.5122.000 4 120 Winter 1 +0% 100/180 Winter 61.4961.003 5 120 Winter 1 +0% 100/120 Winter 61.4963.000 6 120 Winter 1 +0% 100/60 Winter 61.4941.004 7 120 Winter 1 +0% 100/60 Summer 61.4941.005 8 120 Winter 1 +0% 100/30 Winter 61.4931.006 9 120 Winter 1 +0% 30/60 Winter 61.4921.007 10 120 Winter 1 +0% 30/60 Winter 61.4901.008 11 120 Winter 1 +0% 1/15 Summer 61.484
PN
US/MH
Name
Surcharged
Depth
(m)
Flooded
Volume
(m³)
Flow /
Cap.
Overflow
(l/s)
Pipe
Flow
(l/s) Status
Level
Exceeded
1.000 1 -0.818 0.000 0.01 8.0 OK1.001 2 -0.793 0.000 0.03 17.8 OK1.002 3 -0.780 0.000 0.03 22.1 OK2.000 4 -0.802 0.000 0.00 3.0 OK1.003 5 -0.738 0.000 0.02 16.6 OK
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1 year Return Period Summary of Critical Results by Maximum Level (Rank1) for Storm
©1982-2016 XP Solutions
3.000 6 -0.672 0.000 0.00 1.9 OK1.004 7 -0.616 0.000 0.03 17.9 OK1.005 8 -0.561 0.000 0.04 18.1 OK1.006 9 -0.381 0.000 0.04 17.2 OK1.007 10 -0.335 0.000 0.03 17.3 OK1.008 11 0.217 0.000 0.18 10.6 SURCHARGED
PN
US/MH
Name
Surcharged
Depth
(m)
Flooded
Volume
(m³)
Flow /
Cap.
Overflow
(l/s)
Pipe
Flow
(l/s) Status
Level
Exceeded
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File 30250 Proposed SW 1706... Checked by
Micro Drainage Network 2016.1
30 year Return Period Summary of Critical Results by Maximum Level (Rank1) for Storm
©1982-2016 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 Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 1 Number of Storage Structures 5 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR Ratio R 0.256
Region England and Wales Cv (Summer) 0.750M5-60 (mm) 20.400 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 300.0Analysis Timestep 2.5 Second Increment (Extended)
DTS Status ONDVD Status ON
Inertia Status OFF
Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600
Return Period(s) (years) 1, 30, 100Climate Change (%) 0, 0, 30
PN
US/MH
Name Storm
Return
Period
Climate
Change
First (X)
Surcharge
First (Y)
Flood
First (Z)
Overflow
Overflow
Act.
Water
Level
(m)
1.000 1 180 Winter 30 +0% 61.9781.001 2 180 Winter 30 +0% 61.9781.002 3 180 Winter 30 +0% 100/180 Winter 61.9782.000 4 180 Winter 30 +0% 100/180 Winter 61.9781.003 5 180 Winter 30 +0% 100/120 Winter 61.9783.000 6 180 Winter 30 +0% 100/60 Winter 61.9761.004 7 180 Winter 30 +0% 100/60 Summer 61.9761.005 8 180 Winter 30 +0% 100/30 Winter 61.9731.006 9 180 Winter 30 +0% 30/60 Winter 61.9701.007 10 180 Winter 30 +0% 30/60 Winter 61.9691.008 11 180 Winter 30 +0% 1/15 Summer 61.967
PN
US/MH
Name
Surcharged
Depth
(m)
Flooded
Volume
(m³)
Flow /
Cap.
Overflow
(l/s)
Pipe
Flow
(l/s) Status
Level
Exceeded
1.000 1 -0.422 0.000 0.01 5.1 OK1.001 2 -0.367 0.000 0.02 11.9 OK1.002 3 -0.314 0.000 0.02 14.3 OK2.000 4 -0.320 0.000 0.01 4.6 OK1.003 5 -0.256 0.000 0.02 19.8 OK
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30 year Return Period Summary of Critical Results by Maximum Level (Rank1) for Storm
©1982-2016 XP Solutions
3.000 6 -0.190 0.000 0.01 3.5 OK1.004 7 -0.134 0.000 0.03 18.9 OK1.005 8 -0.081 0.000 0.04 18.1 OK1.006 9 0.097 0.000 0.04 16.6 SURCHARGED1.007 10 0.144 0.000 0.03 17.4 SURCHARGED1.008 11 0.700 0.000 0.18 10.6 SURCHARGED
PN
US/MH
Name
Surcharged
Depth
(m)
Flooded
Volume
(m³)
Flow /
Cap.
Overflow
(l/s)
Pipe
Flow
(l/s) Status
Level
Exceeded
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File 30250 Proposed SW 1706... Checked by
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100 year Return Period Summary of Critical Results by Maximum Level(Rank 1) for Storm
©1982-2016 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 Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 1 Number of Storage Structures 5 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR Ratio R 0.256
Region England and Wales Cv (Summer) 0.750M5-60 (mm) 20.400 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 300.0Analysis Timestep 2.5 Second Increment (Extended)
DTS Status ONDVD Status ON
Inertia Status OFF
Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600
Return Period(s) (years) 1, 30, 100Climate Change (%) 0, 0, 30
PN
US/MH
Name Storm
Return
Period
Climate
Change
First (X)
Surcharge
First (Y)
Flood
First (Z)
Overflow
Overflow
Act.
Water
Level
(m)
1.000 1 240 Winter 100 +30% 62.3351.001 2 240 Winter 100 +30% 62.3351.002 3 240 Winter 100 +30% 100/180 Winter 62.3332.000 4 240 Winter 100 +30% 100/180 Winter 62.3321.003 5 240 Winter 100 +30% 100/120 Winter 62.3323.000 6 240 Winter 100 +30% 100/60 Winter 62.3361.004 7 240 Winter 100 +30% 100/60 Summer 62.3361.005 8 240 Winter 100 +30% 100/30 Winter 62.3461.006 9 240 Winter 100 +30% 30/60 Winter 62.3521.007 10 240 Winter 100 +30% 30/60 Winter 62.3631.008 11 240 Winter 100 +30% 1/15 Summer 62.370
PN
US/MH
Name
Surcharged
Depth
(m)
Flooded
Volume
(m³)
Flow /
Cap.
Overflow
(l/s)
Pipe
Flow
(l/s) Status
Level
Exceeded
1.000 1 -0.065 0.000 0.01 7.5 OK1.001 2 -0.010 0.000 0.02 16.8 OK1.002 3 0.041 0.000 0.02 13.4 SURCHARGED2.000 4 0.034 0.000 0.02 12.4 SURCHARGED1.003 5 0.098 0.000 0.02 17.7 SURCHARGED
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Walkden Clitheroe
Manchester M28 3NJ Proposed SW Layout
Date June 2017 Designed by srg
File 30250 Proposed SW 1706... Checked by
Micro Drainage Network 2016.1
100 year Return Period Summary of Critical Results by Maximum Level(Rank 1) for Storm
©1982-2016 XP Solutions
3.000 6 0.170 0.000 0.01 5.5 SURCHARGED1.004 7 0.226 0.000 0.05 32.2 SURCHARGED1.005 8 0.292 0.000 0.08 38.0 SURCHARGED1.006 9 0.479 0.000 0.07 30.3 SURCHARGED1.007 10 0.538 0.000 0.04 18.1 SURCHARGED1.008 11 1.103 0.000 0.18 10.6 FLOOD RISK
PN
US/MH
Name
Surcharged
Depth
(m)
Flooded
Volume
(m³)
Flow /
Cap.
Overflow
(l/s)
Pipe
Flow
(l/s) Status
Level
Exceeded
Union Street File Ref: 30250/SRG Clitheroe
APPENDIX J
Envirocheck Flood Data
Order Details
Site DetailsSite at 373280, 441780
Order Number:Customer Ref:National Grid Reference:Slice:Site Area (Ha):Search Buffer (m):
105484524_1_130250373280, 441780A0.011000
Tel:Fax:Web:
0844 844 99520844 844 9951www.envirocheck.co.uk
Page 9 of 17A Landmark Information Group Service v50.0 21-Nov-2016
EA/NRW Suitability Map - Slice A
EA/NRW Surface Water 1000 Year Return Depth Map (1:10,000)
Order Details
Site DetailsSite at 373280, 441780
Order Number:Customer Ref:National Grid Reference:Slice:Site Area (Ha):Search Buffer (m):
105484524_1_130250373280, 441780A0.011000
Tel:Fax:Web:
0844 844 99520844 844 9951www.envirocheck.co.uk
Page 12 of 17A Landmark Information Group Service v50.0 21-Nov-2016
EA/NRW Suitability Map - Slice A
EA/NRW Surface Water 1000 Year Return Velocity and Flow Direction Map (1:10,000)
Order Details
Site DetailsSite at 373280, 441780
Order Number:Customer Ref:National Grid Reference:Slice:Site Area (Ha):Search Buffer (m):
105484524_1_130250373280, 441780A0.011000
Tel:Fax:Web:
0844 844 99520844 844 9951www.envirocheck.co.uk
Page 15 of 17A Landmark Information Group Service v50.0 21-Nov-2016
EA/NRW Suitability Map - Slice A
EA/NRW Surface Water 1000 Year Return Hazard Rating Map (1:10,000)
Order Details
Site DetailsSite at 373280, 441780
Order Number:Customer Ref:National Grid Reference:Slice:Site Area (Ha):Search Buffer (m):
105484524_1_130250373280, 441780A0.011000
Tel:Fax:Web:
0844 844 99520844 844 9951www.envirocheck.co.uk
Page 2 of 4A Landmark Information Group Service v15.0 21-Nov-2016
BGS Flood Data Map - Slice A
BGS Flood Data (1:50,000)
Order Details
Site DetailsSite at 373280, 441780
Order Number:Customer Ref:National Grid Reference:Slice:Site Area (Ha):Search Buffer (m):
105484524_1_130250373280, 441780A0.011000
Tel:Fax:Web:
0844 844 99520844 844 9951www.envirocheck.co.uk
Page 3 of 4A Landmark Information Group Service v15.0 21-Nov-2016
ESI Groundwater Flood Map - Slice A
ESI Groundwater Flood Map (1:50,000)