poga Engineering Planning Report Residential Scheme Earls Court Kill Co Kildare CONSULTING ENGINEERS STRUCTURAL & CIVIL

Transcription

1 poga Pat O Gorman & Associates CONSULTING ENGINEERS STRUCTURAL & CIVIL Engineering Planning Report Residential Scheme Earls Court Kill Co Kildare Ref: 1715-EPS(P)-R1 Date of Original Issue: July 2017 Date of Current Issue: December 2017 Revision: R1 Unit C2 Dublin 14 T

2 poga CONSULTING ENGINEERS TABLE OF CONTENTS: PAGE: 1.0 INTRODUCTION EXISTING SERVICES SURFACE WATER ATTENUATION SURFACE WATER PIPE DESIGN FOUL WATER WATER SUPPLY WATER CONSERVATION AND MANAGEMENT PLAN ROADS APPENDICES APPENDIX A FLOOD RISK MAPPING 7.2 APPENDIX B - PRECONNECTION ENQUIREY RESPONSE 7.3 APPENDIX C - RAINFALL DATA 7.4 APPENDIX D QBAR CALCULATION 7.5 APPENDIX E - ATTENUATION DESIGN 7.6 APPENDIX F SURFACE WATER PIPE DESIGN 7.7 APPENDIX G FOUL WATER PIPE DESIGN 7.8 APPENDIX G PAVED AREA FACTORS 1 P a g e

3 poga CONSULTING ENGINEERS 1.0 INTRODUCTION The subject site is located off the N7 close to the M50 and is approximately 6.32 Ha in size. It is situated to the East of the village of Kill and represents an extension of the existing Earls Court residential estate. The site is currently zoned residential. A total of 130 residential units are proposed for the site in the form of apartments, detached, semi-detached, and terraced dwellings. This report should be read in conjunction with Pat O Gorman & Associates drawings and all other Consultants reports and drawings. The engineering drainage design philosophy is outlined below and detailed calculations are contained in the Appendixes of this report. 2.0 EXISTING SERVICES Flooding Appendix A contains the predicted 1:100 year flood risk draft maps produced as part of the CFRAM program. The potential source of flooding predicted in the vicinity of the site is fluvial flooding from the adjacent Painstown and Kill Rivers which pass close to the site to the East and West respectively. The Kill river passes approximately 300m from the site but the elevation of the site, which rises towards Kill Hill, is far greater. The 100 year flood waters therefore, do not approach the site as shown on the mapping. The Painstown River is further away, approximately 1km. Once again the 100 year flooding contour is a considerable distance from the site. The steep topography may lead to a rainfall generated overland flow in the direction of the proposed development from Kill Hill. To offset the risk of associated pluvial flooding it is proposed to provide an interceptor drain running along the Eastern side of the development downhill from the elevated ground. The interceptor drain will convey pluvial rainwater to the surface water drainage system. It is anticipated that infiltration and retention time on the natural surface will be significantly greater than the impermeable surfaces within the site. The time of entry of any runoff into the surface water drainage system will be large; meaning the impact on the capacity of the sewer system will be negligible. The residual risk of flooding on the subject site therefore is considered low. Surface Water There is an existing surface water sewer running along the Western boundary of the site. This sewer was constructed as part of the original Earls Court development. The surface water drainage network in the Earls Court site discharges to a surface water sewer on the main street. It is likely that the surface water sewer ultimately outfalls at the Kill River. 2 P a g e

4 Foul Water Sewer poga CONSULTING ENGINEERS There is an existing foul water sewer running along the Western boundary of the site. This sewer was constructed as part of the original Earls Court development. Irish Water have reported that an the proposed development can be facilitated subject to upgrade works of the Irish Water Network in the area (Upper Liffey Valley Contract 2B) as set out in the pre-connection enquiry response attached in Appendix B. Following further consultation it was agreed that a phased connection of the properties may be acceptable as confirmed by Irish Water in response letter contained in Appendix B. The phasing strategy will be devised in conjunction with Irish Water in parallel with the progress of the proposed upgrade works in the area. Water There is an existing 100/ 150mm ø watermain running along the Western boundary of the site. This sewer was constructed as part of the original Earls Court development. Irish Water has reported that a water connection can be facilitated as set out in the preconnection enquiry response attached in Appendix B 3.0 SURFACE WATER The topography of the site slopes steeply, with a 1 in 15 fall from West to East. In all, there is a fall of approximately 11m across the site towards the existing housing previously developed in Earls Court. It is proposed therefore to drain the (attenuated) surface water network by gravity into the existing surface water sewer network in the Earls Court estate. Three number connections are proposed as per drawings and Attenuation In accordance with the SuDS philosophy, a Surface Water Treatment Train approach has been applied to the design of the surface water drainage on this site. The techniques that apply here suit this sites topography, ground conditions and receiving environment. The treatment train approach assures that both runoff quantity and quality are addressed, through the overall techniques of: Pollution prevention: spill prevention, recycling, public awareness and participation; Source control: conveyance and infiltration of runoff; Site control: reduction in volume and rate of surface runoff, with some treatment provided; Regional control: interception of runoff downstream from all source and site controls, to provide follow-up flow management and water quality treatment. Pollution Prevention Pollution prevention is essentially good housekeeping, since minimising or preventing pollution in the first place is more practical and cost effective than having to treat it afterwards. Thus, the best approach to urban runoff pollution is to 3 P a g e

5 poga CONSULTING ENGINEERS prevent chemical and other pollutants from coming into contact with rainfall runoff through appropriate storage and management, and through education. In this respect, it is proposed that the developer will provide information to the operator on appropriate usage of the proposed drainage systems. Source Control The second element of the treatment train is to detain or infiltrate runoff as close as possible to the point of origin. The use of such source control devices reduces the peak runoff rate and attenuates flows, thus reducing stress on downstream facilities, allowing them to be smaller in capacity. Infiltration of flows would ensure that unavoidable pollutants are treated where practicable. It is proposed to use permeable paving on the parking bays to collect the surface water, we have allowed for 5% of the run off from these areas into the pipe network, i.e. 95% infiltration. The stone under the permeable paving will help treat the water before it recharges the ground water. It is also proposed to provide a 225l rain water harvesting butt to each of the terraced & semi-detached houses to reuse the rainwater for garden use. No outside tap therefore will be required. Please refer to drawings and for drainage details. Site Control Site control comprises runoff and treatment installations to serve individual developments (or combinations of developments on adjacent sites), using elements such as attenuation tanks detention basins, permeable paving, or cellular systems. On this development it is proposed to use buried attenuation tanks for the 1:100 year event plus 20% for climate change. The system is also check for a 30 year storm event. The rainfall profile for the Naas Met-Éireann rainfall station as attached in Appendix C has been utilised. The GDSDS allows for development sites to discharge surface water at either the Greenfield or brownfield run-off rate. We are proposing to use the GDSDS recommended Qbar formula as described IN the Institute of Hydrology Report No.124 and then apply an interpolated rate for sites less than 50Ha. Using a 50ha site area, this gives an allowable outfall of 106.5l/s. The calculation of Qbar is attached in Appendix D. Two number attenuation areas are provided on the site. Attenuation area 1, for example, attenuates a site area of 3.48 Ha. By linear interpolation therefore, this gives a Qbar for the drained area of ((106.5/50) x 3.48 = 7.4 l/s. The following runs off rates factors have been applied to the scheme to calculate the Percentage Runoff or PIMP: 1. 95% from Roofs 2. 85% from Roads and Footpaths 3. 5% from Grassed s 4. 5% from Parking Bays 4 P a g e

6 poga CONSULTING ENGINEERS Storage volumes in the attenuation tank have been calculated using the 1:100 year storm events, with no surface flooding taking place in the 100 year storm event. The design storage volume is also checked against a 30 year storm. On this site it is proposed to provide a flow-control device in the form of a Hydrobrake to limit the surface water outfall rate on each of the attenuation tanks. Refer to Appendix E for attenuation design. Regional Control Regional control comprises of treatment facilities to reduce pollutants from contaminated runoff, with the potential to provide biological treatment on a catchment scale. They are often end-of-pipe facilities. 3.2 SURFACE WATER PIPE DESIGN All surface water pipes sizes and gradients are designed in accordance with the Department of Environment Recommendation for Site Development Works and Building Regulations. The pipes have been designed for a 2 year return period storm, See Appendix F for pipe design calculations. 4.0 FOUL WATER The foul water from the subject site flows to manholes within the existing Earls Court site. In total there are three number connections as set out in drawings and Irish water to advice on scheduling/ conditions in relation to these connections and the proposed upgrade works. All foul water pipes sizes and gradients are designed in accordance with the Department of Environment Recommendation for Site Development Works and Building Regulations. See Appendix G for pipe design calculations. 5.0 WATER SUPPLY It is proposed the water connection will be made at two locations to the 150mm diameter watermain in the existing Earls court housing development. The subject site will be serviced with a mixture of 100mm ø and 150mm ø HDPE watermain looping around the development. Bulk flow water meters to Irish Water s Specification will be fitted at the main connection locations to the site. Refer to drawings and for the watermain layout. 5 P a g e

7 poga CONSULTING ENGINEERS 5.1 Water Conservation and Management Plan A Bulk Water Meter shown on drawings will be installed and commissioned at this time of the connection to the existing main on the site. The specification is to be agreed with Kildare County Council prior to construction. To conserve water the following is proposed; 1. All bathrooms to be fitted with low flow fittings such as taps, shower head, etc. 2. All electrical appliances will be A energy rated. 3. All bathrooms will be fitted with dual flush toilet cisterns. 4. The building will reuse roof water for toilet flushing, gardening and laundry from the rainwater harvesting. 5. All fittings will be installed by qualified personnel and the pumping arrangement for each unit type agreed with Irish Water prior to construction. 6.0 ROADS The site is bounded to the North by Kill Road. Refer to the NRB traffic impact assessment and POGA Traffic and Transportation Statement completed as part of this submittal. Long sections, levels and sight lines of the local estate roads are also included also in this submission. Refer to drawings and and for the road details. Report prepared by; Eamonn Mahon BEng (Hons), MSc, CEng, MIEI, MIStructE Date of issue: 13th Dec P a g e

8 ENGINEERING PLANNING REPORT EARL S COURT KILL PAT O GORMAN & ASSOCIATES 1715 CONSULTING ENGINEERS DEC 2017 APPENDICES 7.1 APPENDIX A Flood Risk Mapping

9 Location Plan : Legend: Flood Extents Important User Note: The flood extents shown on these maps are based on broadscale simple analysis and may not be accurate for a specific location. Information on the purpose, development and limitations of these maps is available in the relevant reports (see Users should seek professional advice if they intend to rely on the maps in any way. If you believe that the maps are inaccurate in some way please forward full details by contacting the OPW (refer to PFRA Information leaflets or Have Your Say on Project : PRELIMINARY FLOOD RISK ASSESMENT (PFRA) Map : PFRA Indicative extents and outcomes - Draft for Consultation Figure By : : Figure No. : PJW MA 2019 / MAP / Fluvial - Indicative 1% AEP (100-yr) Event Fluvial - Extreme Event Coastal - Indicative 0.5% AEP (200-yr) Event Coastal - Extreme Event Pluvial - Indicative 1% AEP (100-yr) Event Pluvial - Extreme Event Groundwater Flood Extents Lakes / Turloughs PFRA Outcomes kj kj Probable for Further Assesment Possible for Further Assesment Office of Public Works Jonathon Swift Street Trim Co Meath Ireland Drawing Scale : 1:50, / A Date : July2011 Date : July 2011 Revision 0 Plot Scale : A3 Government of Ireland Osi permit number EN kj SALLINS kj KILL No Fluvial Data Available For No Fluvial Data Available For kj JOHNSTOWN (NE NAAS) kj NAAS No Fluvial Data Available For No Fluvial Data Available For kj BLESSINGTON No Fluvial Data Available For Kilometers

10 ENGINEERING PLANNING REPORT EARL S COURT KILL PAT O GORMAN & ASSOCIATES 1715 CONSULTING ENGINEERS DEC APPENDIX B Pre-connection Enquiry Response

11 Mr. Eamonn Mahon, Pat O Gorman & Associates Consulting Engineers., Unit C2,,, D14 CR20 15 th December 2017, Re: CUST17327 Earls Court, Kill, Co. Kildare no. dwellings Dear Mr. Mahon, Irish Water hereby confirms that it has been further consulted by Pat O Gorman & Associates regarding the proposed development consisting of 130 no. dwellings at Earls Court, Kill, Co. Kildare. The outcome of a Pre-connection enquiry process (CUST17327) concluded that a wastewater connection for this full development is feasible following completion of the Upper Liffey Valley Sewerage Scheme Contract 2B. Note that this project contains two pump stations that have already received planning permission from Kildare County Council. The current programme for construction commencement is It is anticipated that ongoing engagement regarding phasing of this development will result in the execution of Connection Services Agreement with Irish Water. Yours sincerely,. Maria O Dwyer Connections and Developer Services Manager

12 Letter Ref: CUST17327 Pat O Gorman & Associates, Unit C2,,, Dublin 14, D14CR20. 7th July 2017 Dear Sir/Madam, Re: CUST17327 pre-connection enquiry Subject to contract Contract denied Connection for 126 unit development at Earls Court, Kill Irish Water has reviewed your pre-connection enquiry in relation to water and wastewater connections at Earls Court, Kill, Co. Kildare (the Premises). Based upon the details you have provided and on the capacity currently available as assessed by Irish Water, we wish to advise you that, subject to a valid connection agreement being put in place, your proposed connection to the Irish Water network can be facilitated. In order to accomodate the proposed wastewater connection at the Premises, upgrade works are required to increase the capacity of the Irish Water network. Irish Water currently has a project (Upper Liffey Valley Contract 2B) on our current investment plan which will provide the necessary upgrade and capacity. This upgrade project is scheduled to be completed by 2021 (this may be subject to change) and the proposed connection could be completed as soon as possibly practicable after this date. Before completing the design of water services infrastructure at the Premises, and prior to submitting any planning application, you are advised to contact Irish Water. You are advised that this correspondence does not constitute an offer in whole or in part to provide a connection to any Irish Water infrastructure and is provided subject to a connection agreement being signed at a later date. A connection agreement can be applied for by completing the connection application form available at Irish Water s current charges for water and wastewater connections are set out in the Water Charges Plan as approved by the Commission for Energy Regulation. If you have any further questions, please contact Fionán Ginty from the design team on or fginty@water.ie. For further information, visit Yours sincerely, Maria O Dwyer Connections and Developer Services

13 ENGINEERING PLANNING REPORT EARL S COURT KILL PAT O GORMAN & ASSOCIATES 1715 CONSULTING ENGINEERS DEC APPENDIX C Rainfall Data

14 Extreme Rainfall Return Periods Location: Naas, Co. Kildare Average Annual Rainfall: 800 rainfall of indicated duration expected in the indicated return period. Return Period (years) Duration 1/ min min min min min min min hour hour hour hour hour hour hour Notes: Larger margins of error for 1, 2,5 and 10 minute values and for 100 year return periods M560: 16.9 M52d: 56 M560/m52d: 0.30

15 ENGINEERING PLANNING REPORT EARL S COURT KILL PAT O GORMAN & ASSOCIATES 1715 CONSULTING ENGINEERS DEC APPENDIX D QBar Calculation

16 Pat O'Gorman & Associates Page 1 Dublin 14 Date 05 December :04 Designed By Paul File Source Control W.10.4 IH 124 Mean Annual Flood Input Return Period (years) 1 Soil (Ha) Urban SAAR Region Number 15 (Greater Dublin) Results l/s QBAR Rural QBAR Urban Q 1 year 90.6 Q 1 year 90.6 Q 2 years 98.0 Q 5 years Q 10 years Q 20 years Q 25 years Q 30 years Q 50 years Q 100 years Q 200 years Q 250 years n/a Q 1000 years n/a WARNING: Irish growth curves are not defined above 200 years.

17 ENGINEERING PLANNING REPORT EARL S COURT KILL PAT O GORMAN & ASSOCIATES 1715 CONSULTING ENGINEERS DEC APPENDIX E Attenuation Design

18 Pat O'Gorman & Associates Page 1 Earls Court Kill Dublin 14 Att 1 1:100 Date Designed By EM File sw1 attenuation R1.SRC Source Control W.10.4 Summary of Results for 100 year Return Period (+20%) Critical storm not identified, please run longer storm durations. Storm Duration Control Outflow Water Level (m OD) Volume (m³) Status 15 Summer O K 30 Summer O K 60 Summer O K 120 Summer O K 180 Summer O K 240 Summer O K 360 Summer O K 15 Winter O K 30 Winter O K 60 Winter O K 120 Winter O K 180 Winter O K 240 Winter O K 360 Winter FLOOD RISK Storm Duration Rain (mm/hr) Time-Peak 15 Summer Summer Summer Summer Summer Summer Summer Winter Winter Winter Winter Winter Winter Winter

19 Pat O'Gorman & Associates Page 2 Earls Court Kill Dublin 14 Att 1 1:100 Date Designed By EM File sw1 attenuation R1.SRC Source Control W.10.4 Rainfall Details Region SCOT+NI Shortest Storm 15 Return Period (years) 100 Longest Storm 360 M Summer Storms Yes Ratio-R Winter Storms Yes Cv (Summer) Climate Change % +20 Cv (Winter) Pipe Network Volume in Pipe Network (m³) 60 Dia of Outfall Pipe Slope of Outfall Pipe (1:x) Roughness of Outfall Pipe Time / Diagram Total = Time from: to: Time from: to: Time from: to:

20 Pat O'Gorman & Associates Page 3 Earls Court Kill Dublin 14 Att 1 1:100 Date Designed By EM File sw1 attenuation R1.SRC Source Control W.10.4 Tank/Pond Details Invert Level Ground Level (m²) (m²) (m²) (m²) (m²) Hydro-Brake Outflow Control Design Head Hydro-Brake Type MD4 Invert Level Design 7.4 Diameter

21 Pat O'Gorman & Associates Page 1 Earls Court Kill Dublin 14 Att 1 1:30 Date Designed By EM File sw1 attenuation 30.SRC Source Control W.10.4 Summary of Results for 30 year Return Period (+20%) Storm Duration Control Outflow Water Level (m OD) Volume (m³) Status 15 Summer O K 30 Summer O K 60 Summer O K 120 Summer O K 180 Summer O K 240 Summer O K 360 Summer O K 480 Summer O K 600 Summer O K 720 Summer O K 960 Summer O K 1440 Summer O K 2160 Summer O K 2880 Summer O K 4320 Summer O K 5760 Summer O K 7200 Summer O K 8640 Summer O K Summer O K 15 Winter O K 30 Winter O K 60 Winter O K Storm Duration Rain (mm/hr) Time-Peak 15 Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Winter Winter Winter

22 Pat O'Gorman & Associates Page 2 Earls Court Kill Dublin 14 Att 1 1:30 Date Designed By EM File sw1 attenuation 30.SRC Source Control W.10.4 Summary of Results for 30 year Return Period (+20%) Storm Duration Control Outflow Water Level (m OD) Volume (m³) Status 120 Winter O K 180 Winter O K 240 Winter O K 360 Winter O K 480 Winter O K 600 Winter O K 720 Winter O K 960 Winter O K 1440 Winter O K 2160 Winter O K 2880 Winter O K 4320 Winter O K 5760 Winter O K 7200 Winter O K 8640 Winter O K Winter O K Storm Duration Rain (mm/hr) Time-Peak 120 Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter

23 Pat O'Gorman & Associates Page 3 Earls Court Kill Dublin 14 Att 1 1:30 Date Designed By EM File sw1 attenuation 30.SRC Source Control W.10.4 Rainfall Details Region SCOT+NI Shortest Storm 15 Return Period (years) 30 Longest Storm M Summer Storms Yes Ratio-R Winter Storms Yes Cv (Summer) Climate Change % +20 Cv (Winter) Pipe Network Volume in Pipe Network (m³) 60 Dia of Outfall Pipe Slope of Outfall Pipe (1:x) Roughness of Outfall Pipe Time / Diagram Total = Time from: to: Time from: to: Time from: to:

24 Pat O'Gorman & Associates Page 4 Earls Court Kill Dublin 14 Att 1 1:30 Date Designed By EM File sw1 attenuation 30.SRC Source Control W.10.4 Tank/Pond Details Invert Level Ground Level (m²) (m²) (m²) (m²) (m²) Hydro-Brake Outflow Control Design Head Hydro-Brake Type MD4 Invert Level Design 7.4 Diameter

25 Pat O'Gorman & Associates Page 1 Earls Court Kill Dublin 14 Att2 1:100 Date Designed By EM File sw2 attenuation R1.SRC Source Control W.10.4 Summary of Results for 100 year Return Period (+20%) Critical storm not identified, please run longer storm durations. Storm Duration Control Outflow Water Level (m OD) Volume (m³) Status 15 Summer O K 30 Summer O K 60 Summer O K 120 Summer O K 180 Summer O K 240 Summer O K 360 Summer FLOOD RISK 15 Winter O K 30 Winter O K 60 Winter O K 120 Winter O K 180 Winter FLOOD RISK 240 Winter FLOOD RISK 360 Winter FLOOD RISK Storm Duration Rain (mm/hr) Time-Peak 15 Summer Summer Summer Summer Summer Summer Summer Winter Winter Winter Winter Winter Winter Winter

26 Pat O'Gorman & Associates Page 2 Earls Court Kill Dublin 14 Att2 1:100 Date Designed By EM File sw2 attenuation R1.SRC Source Control W.10.4 Rainfall Details Region SCOT+NI Shortest Storm 15 Return Period (years) 100 Longest Storm 360 M Summer Storms Yes Ratio-R Winter Storms Yes Cv (Summer) Climate Change % +20 Cv (Winter) Pipe Network Volume in Pipe Network (m³) 23 Dia of Outfall Pipe Slope of Outfall Pipe (1:x) Roughness of Outfall Pipe Time / Diagram Total = Time from: to: Time from: to: Time from: to:

27 Pat O'Gorman & Associates Page 3 Earls Court Kill Dublin 14 Att2 1:100 Date Designed By EM File sw2 attenuation R1.SRC Source Control W.10.4 Tank/Pond Details Invert Level Ground Level (m²) (m²) (m²) (m²) (m²) Hydro-Brake Outflow Control Design Head Hydro-Brake Type MD4 Invert Level Design 4.7 Diameter

28 Pat O'Gorman & Associates Page 1 Earls Court Kill Dublin 14 Att2 1:30 Date Designed By EM File sw2 attenuation 30.SRC Source Control W.10.4 Summary of Results for 30 year Return Period (+20%) Storm Duration Control Outflow Water Level (m OD) Volume (m³) Status 15 Summer O K 30 Summer O K 60 Summer O K 120 Summer O K 180 Summer O K 240 Summer O K 360 Summer O K 480 Summer O K 600 Summer O K 720 Summer O K 960 Summer O K 1440 Summer O K 2160 Summer O K 2880 Summer O K 4320 Summer O K 5760 Summer O K 7200 Summer O K 8640 Summer O K Summer O K 15 Winter O K 30 Winter O K 60 Winter O K Storm Duration Rain (mm/hr) Time-Peak 15 Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Summer Winter Winter Winter

29 Pat O'Gorman & Associates Page 2 Earls Court Kill Dublin 14 Att2 1:30 Date Designed By EM File sw2 attenuation 30.SRC Source Control W.10.4 Summary of Results for 30 year Return Period (+20%) Storm Duration Control Outflow Water Level (m OD) Volume (m³) Status 120 Winter O K 180 Winter O K 240 Winter O K 360 Winter O K 480 Winter O K 600 Winter FLOOD RISK 720 Winter FLOOD RISK 960 Winter FLOOD RISK 1440 Winter FLOOD RISK 2160 Winter FLOOD RISK 2880 Winter FLOOD RISK 4320 Winter O K 5760 Winter O K 7200 Winter O K 8640 Winter O K Winter O K Storm Duration Rain (mm/hr) Time-Peak 120 Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter Winter

30 Pat O'Gorman & Associates Page 3 Earls Court Kill Dublin 14 Att2 1:30 Date Designed By EM File sw2 attenuation 30.SRC Source Control W.10.4 Rainfall Details Region SCOT+NI Shortest Storm 15 Return Period (years) 30 Longest Storm M Summer Storms Yes Ratio-R Winter Storms Yes Cv (Summer) Climate Change % +20 Cv (Winter) Pipe Network Volume in Pipe Network (m³) 23 Dia of Outfall Pipe Slope of Outfall Pipe (1:x) Roughness of Outfall Pipe Time / Diagram Total = Time from: to: Time from: to: Time from: to:

31 Pat O'Gorman & Associates Page 4 Earls Court Kill Dublin 14 Att2 1:30 Date Designed By EM File sw2 attenuation 30.SRC Source Control W.10.4 Tank/Pond Details Invert Level Ground Level (m²) (m²) (m²) (m²) (m²) Hydro-Brake Outflow Control Design Head Hydro-Brake Type MD4 Invert Level Design 4.7 Diameter

32 ENGINEERING PLANNING REPORT EARL S COURT KILL PAT O GORMAN & ASSOCIATES 1715 CONSULTING ENGINEERS DEC APPENDIX F Surface Water Pipe Design

33 Pat O'Gorman & Associates Page 1 Earls Court Kill Dublin 14 Date Designed By EM File SW1.sws System1 W.10.4 STORM SEWER DESIGN by the Modified Rational Method Global Variables ipe Size File anhole Size File S:\01 PROJECTS\2017\1715 Earls Court Kill\01 DRAWINGS\06 Design\01 Drainage\Min225.PIP C:\WinDes\STANDARD.MHS Location - Scotland & Ireland Return Period (years) 2 from Soffit to G.L M Min Vel. (m/s - Auto Design Only) 0.75 Ratio R Min Slope (1:X - Optimisation) 200 Rainfall (mm/hr) 50 Minimum Outfall Invert Foul Sewage (l/s/ha) 0.00 Ground Level at Outfall O'flow Setting (*Foul only) 0 Outfall Manhole Name Volumetric Runoff Coeff Outfall Manhole Dia/Length 0 Infiltration % 0 Outfall Manhole Width 0 Minimum Backdrop Height Designed with Level Soffits Network Design Table PN Length Fall Slope (1:X) T.E. DWF k HYD SECT DIA o o o o o o 225 Network Results Table PN Rain (mm/hr) T.C. US/IL E. E.DWF Foul Infil. Vel (m/s) CAP

34 Pat O'Gorman & Associates Page 2 Earls Court Kill Dublin 14 Date Designed By EM File SW1.sws System1 W.10.4 Network Design Table PN Length Fall Slope (1:X) T.E. DWF k HYD SECT DIA o o o o o o o o o o o o o o 225 Network Results Table PN Rain (mm/hr) T.C. US/IL E. E.DWF Foul Infil. Vel (m/s) CAP

35 Pat O'Gorman & Associates Page 3 Earls Court Kill Dublin 14 Date Designed By EM File SW1.sws System1 W.10.4 Network Design Table PN Length Fall Slope (1:X) T.E. DWF k HYD SECT DIA o o o o o 450 Network Results Table PN Rain (mm/hr) T.C. US/IL E. E.DWF Foul Infil. Vel (m/s) CAP

36 Pat O'Gorman & Associates Page 4 Earls Court Kill Dublin 14 Date Designed By EM File SW1.sws System1 W.10.4 Time Diagram Time From Time To Total Contributing = Total Pipe Volume (m³) =

37 Pat O'Gorman & Associates Page 1 Dublin 14 Date 14 December :55 Designed By Paul File SW2.sws System1 W.10.4 STORM SEWER DESIGN by the Modified Rational Method Global Variables ipe Size File anhole Size File S:\01 PROJECTS\2017\1715 Earls Court Kill\01 DRAWINGS\06 Design\01 Drainage\Min225.PIP C:\WinDes\STANDARD.MHS Location - Scotland & Ireland Return Period (years) 2 from Soffit to G.L M Min Vel. (m/s - Auto Design Only) 0.75 Ratio R Min Slope (1:X - Optimisation) 200 Rainfall (mm/hr) 50 Minimum Outfall Invert Foul Sewage (l/s/ha) 0.00 Ground Level at Outfall O'flow Setting (*Foul only) 0 Outfall Manhole Name Volumetric Runoff Coeff Outfall Manhole Dia/Length 0 Infiltration % 0 Outfall Manhole Width 0 Minimum Backdrop Height Designed with Level Soffits Network Design Table PN Length Fall Slope (1:X) T.E. DWF k HYD SECT DIA o o o o o o o 225 Network Results Table PN Rain (mm/hr) T.C. US/IL E. E.DWF Foul Infil. Vel (m/s) CAP

38 Pat O'Gorman & Associates Page 2 Dublin 14 Date 14 December :55 Designed By Paul File SW2.sws System1 W.10.4 Network Design Table PN Length Fall Slope (1:X) T.E. DWF k HYD SECT DIA o o o o o 300 Network Results Table PN Rain (mm/hr) T.C. US/IL E. E.DWF Foul Infil. Vel (m/s) CAP

39 Pat O'Gorman & Associates Page 3 Dublin 14 Date 14 December :55 Designed By Paul File SW2.sws System1 W.10.4 Time Diagram Time From Time To Total Contributing = Total Pipe Volume (m³) =

40 Pat O'Gorman & Associates Page 1 Dublin 14 Date 14 December :56 Designed By Paul File SW3.SWS System1 W.10.4 STORM SEWER DESIGN by the Modified Rational Method Global Variables ipe Size File anhole Size File S:\01 PROJECTS\2017\1715 Earls Court Kill\01 DRAWINGS\06 Design\01 Drainage\Min225.PIP C:\WinDes\STANDARD.MHS Location - Scotland & Ireland Return Period (years) 2 from Soffit to G.L M Min Vel. (m/s - Auto Design Only) 0.75 Ratio R Min Slope (1:X - Optimisation) 200 Rainfall (mm/hr) 50 Minimum Outfall Invert Foul Sewage (l/s/ha) 0.00 Ground Level at Outfall O'flow Setting (*Foul only) 0 Outfall Manhole Name Volumetric Runoff Coeff Outfall Manhole Dia/Length 0 Infiltration % 0 Outfall Manhole Width 0 Minimum Backdrop Height Designed with Level Soffits Network Design Table PN Length Fall Slope (1:X) T.E. DWF k HYD SECT DIA o o 225 Network Results Table PN Rain (mm/hr) T.C. US/IL E. E.DWF Foul Infil. Vel (m/s) CAP

41 Pat O'Gorman & Associates Page 2 Dublin 14 Date 14 December :56 Designed By Paul File SW3.SWS System1 W.10.4 Time Diagram Time From Time To Total Contributing = Total Pipe Volume (m³) = 3.532

42 ENGINEERING PLANNING REPORT EARL S COURT KILL PAT O GORMAN & ASSOCIATES 1715 CONSULTING ENGINEERS DEC APPENDIX G Foul Water Pipe Design

43 Pat O'Gorman & Associates Page 1 Dublin 14 Date 14 December :57 Designed By Paul File FW1.fws System1 W.10.4 FOUL SEWERAGE DESIGN Global Variables ipe Size File anhole Size File S:\01 PROJECTS\2017\1715 Earls Court Kill\01 DRAWINGS\06 Design\01 Drainage\Min225.PIP C:\WinDes\STANDARD.MHS Industrial (l/s/ha) 0.00 from Soffit to G.L Industrial Peak Factor 0.00 Min Vel. (m/s - Auto Design Only) 0.75 Per Person (l/per/day) Min Slope (1:X - Optimisation) 200 Persons per House 3.50 Minimum Outfall Invert Domestic (l/s/ha) 0.00 Ground Level at Outfall Domestic Peak Factor 6.00 Outfall Manhole Name O'flow Setting (*Foul only) 0 Outfall Manhole Dia/Length 0 Infiltration % 0 Outfall Manhole Width 0 Minimum Backdrop Height Designed with Level Soffits Network Design Table PN Length Fall Slope (1:X) Hse DWF k HYD SECT DIA o o o o o o o o 225 Network Results Table PN US/IL E. E.DWF E.Hse Infil. P.Dep P.Vel (m/s) Vel (m/s) CAP

44 Pat O'Gorman & Associates Page 2 Dublin 14 Date 14 December :57 Designed By Paul File FW1.fws System1 W.10.4 Network Design Table PN Length Fall Slope (1:X) Hse DWF k HYD SECT DIA o o o o o o o o o o o o 225 Network Results Table PN US/IL E. E.DWF E.Hse Infil. P.Dep P.Vel (m/s) Vel (m/s) CAP

45 Pat O'Gorman & Associates Page 1 Dublin 14 Date 14 December :57 Designed By Paul File FW2.fws System1 W.10.4 FOUL SEWERAGE DESIGN Global Variables ipe Size File anhole Size File S:\01 PROJECTS\2017\1715 Earls Court Kill\01 DRAWINGS\06 Design\01 Drainage\Min225.PIP C:\WinDes\STANDARD.MHS Industrial (l/s/ha) 0.00 from Soffit to G.L Industrial Peak Factor 0.00 Min Vel. (m/s - Auto Design Only) 0.75 Per Person (l/per/day) Min Slope (1:X - Optimisation) 180 Persons per House 3.50 Minimum Outfall Invert Domestic (l/s/ha) 0.00 Ground Level at Outfall Domestic Peak Factor 6.00 Outfall Manhole Name O'flow Setting (*Foul only) 0 Outfall Manhole Dia/Length 0 Infiltration % 0 Outfall Manhole Width 0 Minimum Backdrop Height Designed with Level Soffits Network Design Table PN Length Fall Slope (1:X) Hse DWF k HYD SECT DIA o o o o o o o o 225 Network Results Table PN US/IL E. E.DWF E.Hse Infil. P.Dep P.Vel (m/s) Vel (m/s) CAP

46 Pat O'Gorman & Associates Page 2 Dublin 14 Date 14 December :57 Designed By Paul File FW2.fws System1 W.10.4 Network Design Table PN Length Fall Slope (1:X) Hse DWF k HYD SECT DIA o o o o 225 Network Results Table PN US/IL E. E.DWF E.Hse Infil. P.Dep P.Vel (m/s) Vel (m/s) CAP

47 Pat O'Gorman & Associates Page 1 Dublin 14 Date 14 December :58 Designed By Paul File FW3.fws System1 W.10.4 FOUL SEWERAGE DESIGN Global Variables ipe Size File anhole Size File S:\01 PROJECTS\2017\1715 Earls Court Kill\01 DRAWINGS\06 Design\01 Drainage\Min225.PIP C:\WinDes\STANDARD.MHS Industrial (l/s/ha) 0.00 from Soffit to G.L Industrial Peak Factor 0.00 Min Vel. (m/s - Auto Design Only) 0.75 Per Person (l/per/day) Min Slope (1:X - Optimisation) 180 Persons per House 3.50 Minimum Outfall Invert Domestic (l/s/ha) 0.00 Ground Level at Outfall Domestic Peak Factor 6.00 Outfall Manhole Name O'flow Setting (*Foul only) 0 Outfall Manhole Dia/Length 0 Infiltration % 0 Outfall Manhole Width 0 Minimum Backdrop Height Designed with Level Soffits Network Design Table PN Length Fall Slope (1:X) Hse DWF k HYD SECT DIA o 225 Network Results Table PN US/IL E. E.DWF E.Hse Infil. P.Dep P.Vel (m/s) Vel (m/s) CAP

48 ENGINEERING PLANNING REPORT EARL S COURT KILL PAT O GORMAN & ASSOCIATES 1715 CONSULTING ENGINEERS DEC APPENDIX H Paved Factors

49 PAT O'GORMAN & ASSOCIATES Unit C2,,, Dublin 14. Tel , Fax , Consulting Structural & Civil Engineers Earls' Court Kill Calc'd Date EM 29/11/17 Subject Paved Factors 1 Site s Out Total Site = m² Roofs = 8964 m² Roads/Hardstanding = m² Green = m² Parking/Loading Bays = 3475 m² Paved Factors (PIMP Factors) Roofs = 0.90 Roads/Hardstanding = 0.85 Green = 0.05 Parking Bays = 0.05 (Permeable Paving ) PIMP = or 42.6 % 5