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Engineering Services Report

Proposed Residential Development

at Skerries Road, Palmer Road,

Palmer Avenue, and St. Maur’s Park,

Rush, Co. Dublin

Client: The Skerries Road Partnership

Job No. R067

September 2019

R067

ENGINEERING SERVICES REPORT

PROPOSED RESIDENTIAL DEVELOPMENT

AT SKERRIES ROAD, PALMER ROAD, PALMER AVENUE, AND ST. MAUR’S PARK,

RUSH, CO. DUBLIN

CONTENTS

1. INTRODUCTION 1

2. SITE LOCATION AND PROPOSED DEVELOPMENT 2

3. STORM WATER INFRASTRUCTURE 5

4. FOUL WATER INFRASTRUCTURE 15

5. POTABLE WATER INFRASTRUCTURE 16

Appendix A: Drainage & Watermain Records

Appendix B: UK Suds Audit

Appendix C: Extract From Site Investigation – Infiltration Tests

Appendix D: Attenuation Calculations

Appendix E: Storm Network Design

Appendix F: CS Consulting Drawing R067/SK016 – Attenuation Basin

Appendix G: Confirmation of Feasibility Letter – Irish Water

Appendix H: Foul Water Design Calculation

This Report has been prepared by CS Consulting for the benefit of its Client only. The contents

of this Report are shared with interested parties for information only and without any

warranty or guarantee, express or implied, as to their accuracy, reliability or completeness.

This Report cannot be relied on by any party other than the party who commissioned it.

File Location: J:\R_JOBS\Job-R067\B_Documents\C_Civil\A_CS Reports\Planning Documents\ESR

Job Ref. Author Reviewed By Authorised By Issue Date Rev. No.

R067 GS RFM NB 23.09.2019 *

R067 Engineering Services Report 1

1.0 INTRODUCTION

1.1 Scope

Cronin & Sutton Consulting Engineers (CS Consulting) have been

commissioned by The Skerries Road Partnership to prepare an Engineering

Services Report for a proposed residential development at Skerries Road,

Palmer Road, Palmer Avenue, and St. Maur’s Park, Rush, Co. Dublin.

In preparing this report, CS Consulting has made reference to the following:

• Fingal Development Plan 2017–2023;

• Kenure Rush Local Area Plan May 2009 – February 2019 (expired);

• Irish Water Code of Practice for Potable Water;

• Irish Water Code of Practice for Wastewater.

The Engineering Services Report is to be read in conjunction with the

engineering drawings and documents submitted by CS Consulting and with

the various additional information submitted by the other members of the

design team, as part of the planning submission.

2 R067 Engineering Services Report

2.0 SITE LOCATION AND PROPOSED DEVELOPMENT

2.1 Site Location

The site of the proposed development is located on Skerries Road, Palmer

Road, Palmer Avenue, and St. Maur’s Park, Rush, Co. Dublin. The site is

bounded to the north and south by existing housing developments, to the

south-east by Rush Nursing Home, to the east by Skerries Road, and to the

west by Palmer Avenue. The site has a total area of 4.845ha and is located

in the administrative jurisdiction of Fingal County Council.

Figure 1 – Location of proposed development site

(map data sources: EPA, OSM Contributors)

The location of the proposed development site is shown in Figure 1 above;

the indicative extents of the development site, as well as relevant elements

of the surrounding road network, are shown in more detail in figure 2.


Figure 2 – Site extents and transport infrastructure

(map data & imagery: NTA, OSM Contributors, Google)

2.2 Existing Land Use

The subject site is greenfield and predominantly in agricultural use. The

existing site has no physical features of note and does not contain any

water courses passing through it.


2.3 Description of Proposed Development

The development will consist of a residential development of 165no. units,

comprising 117no. houses and 48no. apartments. The houses comprise

28no. 2-bed units, 65no. 3-bed units, and 24no. 4-bed units. The houses

include 7no. housing typologies comprising 2-storey typologies (typologies

1, 2, 3, 4, 5, and 6) and a 3-storey typology (typology 7). The apartments

comprise 19no. 1-bed units and 29no. 2-bed units located in 2no. three-

storey blocks to the north-west of the application site, bounded by Palmer

Road and Palmer Avenue.

The development also includes 294no. surface car parking spaces, 118no.

bicycle parking spaces, public open space including a children’s

playground, new vehicular entrances to Skerries Road and Palmer Avenue

including new signalised junction at Skerries Road, internal vehicular routes

including a new east-west link street, the widening and upgrade of Palmer

Avenue to include footpaths and cycleways, ESB substations, all site

services, refuse/bin stores, public lighting, boundary treatment,

pedestrian/cycle linkages to St. Maur’s Park to the south and to Palmer

Court to the north, repair and making good of retained elements of the

existing boundary wall to Skerries Road, re-use on-site of material from the

boundary wall to Skerries Road required to be removed to facilitate the site

entrance, removal of existing bus stop on Skerries Road adjacent to site,

and all other associated and ancillary development/works. The total gross

floorspace of the development is circa 16,983m2.


3.0 STORM WATER INFRASTRUCTURE

3.1 Existing Storm Water Infrastructure

Following review of Fingal County Council’s drainage records indicates that

there is a 225mm diameter public storm sewer on Palmer Road and a

400mm diameter (material unknown) public storm sewer on St. Maur’s Park

which runs toward Skerries Road. See Appendix A for a copy of the local

authority drainage records.

In addition, there is an existing 600mm storm sewer at the north western area

of the subject lands which forms part of the drainage arrangements for the

Kenure Stream.

3.2 Proposed Storm Water Arrangements

In accordance with Fingal County Council requirements, storm water shall

be managed in two phases.

The first is to restrict storm water runoff from the proposed development to

greenfield runoff rates. The second aspect to be included in new

applications is to incorporate sustainable urban drainage systems (SuDs)

proposals into the scheme. The SuDs concept requires that storm water

quality is improved before disposal and, where applicable, storm water is

discharged into the ground on site.

All surface water management for proposed developments is required to

be designed to comply with the Greater Dublin Strategic Drainage Study,

GDSDS. In addition, CIRIA design publications, notably, C697, C609 & C753

have aided in the development of the overall stormwater strategy.

The GDSDS & the local authorities Regional Code of Practice for Drainage

Works require that four main criteria to be provided by the developer.


● Criterion 1: River Water Quality Protection – satisfied by providing

interception storage and treatment of run-off within SUDS features

e.g. wetlands or bio-retention areas.

● Criterion 2: River Regime Protection - satisfied by attenuating run-off

from the site.

● Criterion 3: Level of Service (flooding) for the site – satisfied by the site

being outside the 1000 year coastal and fluvial flood levels. Pluvial

flood risk addressed by development designed to accommodate

a 100 year extreme storm as noted in GDSDS. Planned flood routing

for storms greater that 100-year level considered in design and

development run-off contained on site.

● Criterion 4: River Flood Protection – attenuation and/or long-term

storage provided within the Suds features.

3.2.1 Relocation of On Site 600mm Sewer

As noted, the site currently has a 600mm storm water sewer passing through

the north eastern side of the site. It is proposed to have this sewer re-located

to public lands. The proposed re-location will not reduce the hydraulic

capacity of the storm sewer. The existing sewer has an average capacity

of 765.4l/sec, while the proposed re-located sewer will have a capacity of

821.1l/sec, the modest hydraulic improvement is due to the shorter length

of sewer proposed as part of the diversion. See CS Consulting drawing

R067/002 for details.


3.1 Design Evolution

When looking at the most sustainable and effective way to address on site

storm water management to ensure compliance with the

recommendations and guidelines to be adhered too, any proposed design

goes through numerous design iterations. In order for the development to

comply with its zoning and the requirements for acceptable housing

densities & architectural arrangements there must be a compromise

reached to ensure all aspects are addressed.

As such the proposed scheme has to balance a number of elements to

achieve our final proposal, notably:

i) The site investigation for the development site noted poor

infiltration rates into the subsoil,

ii) The planning policy requirement for a new link road bisecting

the site from west to east,

iii) The invert level of the outfall storm sewer, requiring a shallower

but larger areas footprint for storage zones,

iv) The required density provision as per the SHD protocols,

v) The optimal location for the main public open space being

located centrally in the development curtailed its use as a

suitable attenuation area for the majority of the site.

As such when the factors notes above combined with the planning and

architectural constraints of the site the proposed design is deemed to be

the most optimal sustainable storm water management plan.


3.4 Proposed SuDs Measures

The proposed schemes overall strategy aims to provide an effective system

to mitigate the adverse effects of storm water runoff on the environments,

through enhanced quality systems and on local infrastructure to aid in

preventing downstream flooding. The features proposed will reduce run-off

volumes, pollution concentrations and enhance groundwater recharge

and biodiversity. As such a Suds audit was carried out using the HR

Wallingford SuDs (www.suds.uk) website to review the potential options

available. Due to other design considerations not all the available Suds

options are applicable for this development. (See Appendix B for the suds

audit).

The concept of allowing rainwater infiltrate into the subsoil onsite is a key

element of sustainable stormwater management, as such during the site

investigation works for the proposed development infiltration rates were

established to BRE 365, the infiltration rates were poor, as noted above, and

do not lend themselves to natural attenuation options. Due to this fact the

process of using only infiltration techniques is not viable, other solutions were

required to address the storm water management were explored and are

being proposed.

See Appendix C for an extract from the Ground Investigations Ireland

report.

The proposed suds features will consist of:

a) Detention Pond – as part of the overall storm water strategy a detention

pond is proposed for the eastern side of the development, refer to the

proposed drainage drawings submitted with application for details,

http://www.suds.uk/


b) Rain Water ‘butts’- rain which falls first on to roof areas will be collected

in a water storage unit, to allow for re-use for landscaping purposes to

reduce the reliance on the potable water network,

c) Filter drains – rain which lands on individual dwellings will flow off the roof

and into the proposed rainwater water butt. When full, excess storm

water to be overflow into a filter drain located in each dwelling rear

garden. The filter drain will allow infiltration of low intensity storm water

events, as noted the ground has poor infiltration characteristics,

d) Swales – where applicable swales have been included to retain

rainwater generated from low intensity storms generating from open

spaces,

e) Permeable paving – carparking bays are to be fitted with a permeable

paving surface to allow rainwater percolate through the paviours and

into the strata below,

f) Green roofs – the proposed apartment block will be fitted with extensive

green roof, this will also slow down storm water run-off rates while

absorbing the rainwater generated during low intensity storms,

excessive storm water will overflow into the schemes main drainage

system.

g) Oil Separator, at the end of the storm water network a suitable oil

separator is to be fitted to allow any hydrocarbons which may have built

up from on-site traffic to be removed from storm water prior to disposal.

The combination of the above noted elements will allow the proposed

development to adhere to the principles of sustainable drainage practices

while enhancing overall storm water quality.

As noted, the poor ground conditions, preventing any significant infiltration

combined with the requirements from other stake holders in the design


process has led the design to the present configuration. A design which

combines the stormwater storage, quality aspect to be fully addressed

while allowing the other design requirements to be incorporated.

3.4.1 Interception Volume

Interception Volume is provided by;

- Green Roof system accepts 7.31m3 (based on 5mm of rain over 1462m2)

- Dwellings back garden infiltration trenches accept 36.85m3 (based on

5mm of rain over 7371m2)

- Roads, draining to the detention pond, 12.87m3 (based on 5mm of rain

over 2570m2)

- Permeable paving 17.93m3 (based on 5mm of rain over 3587m2)

Total Inception Volume : 74.96m3

3.4.2 Treatment Volume

Treatment Volume provided by;

- Roads, draining to the detention pond, 25.7m3 (based on 10mm of rain

over 2570m2)

Permeable paving 14.62m3 (based on 10mm of rain over 1462m2)

Total Treatment Volume : 40.32m3

See Appendix D for a list of various suds options assessed for the

development.


3.5 Surface Water Flood Storage

While the sustainable urban drainage elements can improve the overall

surface water quality a second requirement under storm water

management in the GDSDS is to ensure that the subject lands only

discharges storm water at the greenfield (undeveloped) run off rate. By

restricting the storm water flow to pre-development levels suitably sized

storage is required to retain on site the excess storm water generated during

extreme storm events.

To generate the greenfield runoff rate, rainfall data was obtained from Met

Éireann, this included the Sliding Duration table for the area as well as the

Standard Average Annual Rainfall, (SAAR) value. Using the Modified

Rational Method the SAAR value & sliding duration values were inputted in

to CS Consulting’s attenuation spreadsheet. To both generate the

greenfield runoff rate and to calculate the required attenuation volume to

be retained on site during an extreme storm event.

The greenfield runoff has been established as 1.86l/sec; a minimum

discharge rate of 2.0l/sec/ha is allowable under Fingal County Council

guidelines.

Restricting storm water outflow to 2.0l/sec/ha requires that attenuation be

provided for the predicted 1-in-100-year extreme storm event (as increased

by 10% for the predicted effects of climate change). The storm water

volume to be retained on site has been calculated as 1,541m3. See

Appendix D for attenuation calculations.

The attenuation tank located at the north-western boundary of the

proposed development will retain a storm water volume of 147m3

(indicated on the drawing as 151m3 due to the available size of the storage

units)for a 1-in-100-year storm event, with a restricted discharge rate of 2.0

l/sec/ha. A flow control device will limit the flow to the public system to the


existing storm drain on Palmer Road. The other 2no. attenuation tanks will

have a restricted discharge rate of 2.0 l/sec/ha by the use of flow control

devices to limit the flow to the public system to the existing storm drain on

Skerries Road and will retain stormwater volumes of 1,180m3 and

200m3(note 200m3 of attenuation required however as the proposed pond

will retain some water constantly the overall volume provided is 250m3),

located at the middle and to the south-eastern boundary of the proposed

development, respectively. Therefore, the overall allowable restricted

discharge is 8.2l/sec.

The existing ground conditions on the development site provide relatively

poor surface water infiltration. As such it is proposed to use two StormTech

systems and a detention pond to deal with the attenuation requirements.

It should be noted Fingal County Council preference is to use a

combination stone mattress & surface attenuation. The use of these has

been examined and the following is noted:

- Drawing R067- SK016 shows the area required to accommodate this

strategy. The majority of the main public open space will be used as a

detention basin for the predicated 1-in-100 years storm event. This results

in the level of the public open space being lowered to 2m below the

surrounding paths & roads at the western end which will eliminate

passive surveillance of the area and result in very poor urban design

solution.

- Fingal County Council Parks Department will not accept any of this area

as usable public open space, so an additional 10% of the site will be

required for the public open space prevision to be reached.

- The stone mattress under the surface that would be designed to store

the 1:30 year storm event will eventually silt up, and this type of layer

cannot be cleaned so the attenuation capacity will diminish over time.


A ‘stormtech’ system, however can be cleaned out so the system can

retain its full capacity indefinitely.

However, where the physical constraints on site restrict other storage

options Fingal County Council have accepted same, recent planning

permissions granted by Fingal County Council, notably FW18A & F15A/0565

permitted underground storage systems, similar to what is proposed on this

development. The proposed storage system ‘Stormtech’ system offers the

following benefits:

● 1:30 & 1:100 year storm events are fully stored below ground level,

leaving the surface above usable at all times,

● full capacity can be maintained over time,

● level of ground above can tie in with surrounding roads, paths &

houses.

3.6 Surface Water Drainage

Surface water from the development has been designed in accordance

with;

- Greater Dublin Regional Code of Practice for Drainage Works,

- Building Regulations (2005) – Section H Drainage & Wastewater Disposal.

The proposed storm water network has been designed using the WinDes

Micro Drainage Program, to check for suitable capacity in the network to

ensure no on flooding takes place for the extreme storm events. See

Appendix E for WinDes design, long section & simulation calculations for the

proposed storm water system.


Refer to CS Consulting drawings R067-002 and R067-013 for details of the

proposed drainage and attenuation systems. Drawing R067/SK016

pertaining to the Attenuation basin is located in Appendix F.


4.0 FOUL WATER INFRASTRUCTURE

4.1 Existing Foul Infrastructure

A review of Irish Water records indicates a 225mm foul sewer on Palmer

Road and St. Maur’s Park; and a 300mm diameter foul sewer. See Appendix

A for a copy of Irish Waters records.

4.2 Proposed Foul Infrastructure

The proposed development is to consist of 165no. residential units (117no.

houses and 48no. apartments).

Based on Irish Water guidelines, the foul effluent generated will be:

➢ For the residential units:

446l/day per residential unit (based on 2.7 persons per unit x

150l/person/day, + a 10% increase factor).

446l/day/unit x 165 units = 73,590 l/day = 73.59 m3/day;

0.852 l/sec Average flow (1 DWF);

5.11 l/sec Peak Flow (6 DWF).

All foul effluent generated from the proposed development shall be

collected in pipes of 225mm in diameter and flow under gravity into the

existing 225mm diameter foul sewer on Palmer Road and Skerries Road via

a new connection. A Pre-Connection Enquiry for this scheme has been

submitted to Irish Water and we have received a response. Please see

Appendix G for the Confirmation of Feasibility Letter. Refer to CS Consulting

drawing R067-002 for details.


The proposed foul drainage network has been designed in accordance

with the requirements of Irish Water’s Code of Practice for Wastewater

Infrastructure.

The proposed foul drainage infrastructure has been designed using the

WinDes Micro Drainage Program and a copy of the sewer design is

included in Appendix H.


5.0 POTABLE WATER SUPPLY

5.1 Existing Potable Water Infrastructure

A review of Irish Water records indicates a 150mm diameter uPVC

watermain on St. Maur’s Park and a 300mm diameter asbestos and a 75mm

diameter cast iron watermain located along Skerries Road. See Appendix

A for a copy of the Irish Water records.

5.2 Proposed Potable Water Infrastructure

The proposed development is to consist of 165no. residential units (117no.

houses and 48no. apartments).

Based on Irish Water guidelines, the water demand will be:

➢ For the residential units:

405l/day per residential unit (based on 2.7 persons per unit x

150l/person/day).

405l/day/unit x 165units = 66,825 l/day = 66.82 m3/day.

0.773 l/sec Average water demand,

3.867 l/sec Peak water demand (5 times average water demand).

It is proposed to connect into the existing 300mm diameter asbestos

potable water supply located on Skerries Road. A Pre-Connection Enquiry

for this scheme has been submitted to Irish Water, see Appendix G. Refer to

CS Consulting drawing R067-003 for details.

R067 Engineering Services Report

Appendix A:

Drainage & Watermain Records

±1. No part of this drawing may be reproduced or transmitted in any form or stored in any retrieval system of any nature without the written permission of Irish Water as copyright holder except as agreed for use onthe project for which the document was originally issued.2. Whilst every care has been taken in its compilation, Irish Water gives this information as to the position of its underground network as a general guide only on the strict understanding that it is based on the bestavailable information provided by each Local Authority in Ireland to Irish Water. Irish Water can assume no responsibility for and give no guarantees, undertakings or warranties concerning the accuracy, completeness or up to date nature of the information provided and does not accept any liability whatsoever arising from any errors or omissions.This information should not be relied upon in the event of excavations or any other works being carried out in the vicinity of the Irish Water underground network. The onus is on the parties carrying out excavations or any other works to ensure the exact location of the Irish Water underground network is identified prior to excavations or any other works being carried out. Service connection pipes are not generally shown but their presence should be anticipated.© Copyright Irish WaterReproduced from the Ordnance Survey Of Ireland by Permission of the Government. License No. 3-3-34

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12 As

besto

s 197

3

100mm

uPVC

1996

4 uPVC 1973

12 As

besto

s 197

1

100 mmuPVC

1980

4 uPVC 19993 Cast-Iron 1950

100mm uPVC 2000

100mm uPVC 2005

12 As

besto

s 197

3

100mm uPVC 1980

100mm uPV C 1980100mm uPVC 1980

4 uPVC 1973

4uPVC1999

4 uPVC 1973

10 0mm uPVC 1980

4 uPV C 1999

100mmuPVC 1980

4 uPVC 1999

37 MDPE 1972

4 uPVC 1973

100mm uPVC 2005

Ordnance Survey Ireland 2018

Water & Sewer Network Palmer Court, Rush, Co. Dublin


Appendix B:

UK Suds Audit

Site Drainage EvaluationSite name: Job No. R067Site location: Skerries, Road Rush

Report Reference: 1565710523642Date: 13/8/2019

1. INTRODUCTION

This is a bespoke report providing initial guidance on potential implementation of SuDS for the development site in linewith current best practice.

The use of this tool should be supplemented by more detailed guidance on SuDS best practice provided in a number ofsources, principally the CIRIA SUDS Manual (2007), other CIRIA documents; the Use of SUDS in High DensityDevelopments, HR Wallingford, (2005) and other HR Wallingford documents.

The objective is to provide some early guidance on the numbers and types of components that might be suitable forconsideration within the site design. This may facilitate pre-application discussions with planners and other relevantauthorities.

This guidance has been provided prior to the completion of the SUDS standards and the supporting guidance. Howeverthe principles of this tool are unlikely to be very different to the aims of the SUDS standards. HR Wallingford is not liablefor the use of any output from the use of this tool and the performance of the drainage system. It is recommended thatdetailed design using appropriately experienced engineers professionals and tools is undertaken before finalising anydrainage scheme arrangement for a site.

THE CONTENT OF THE REPORT

This report is split into 8 sections as follows:

2. Generic SuDS Best Practice Principles3. Runoff Destination4. Hydraulic Design Criteria5. Water Quality Design Criteria6. Site-Specific Drainage Design Considerations7. SuDS Construction8. SuDS Components Performance9. Guidance on The Use of Individual Components

2. GENERIC SuDS BEST PRACTICE PRINCIPLES

To comply with current best practice, the drainage system should:

(i) manage runoff at or close to its source;(ii) manage runoff at the surface;(iii) be integrated with public open space areas and contribute towards meeting the objectives of the urban plan;(iv) be cost-effective to operate and maintain.

The drainage system should endeavour to ensure that, for any particular site:

(i) natural hydrological processes are protected through maintaining Interception of an initial depth of rainfall andprioritising infiltration, where appropriate;(ii) flood risk is managed through the control of runoff peak flow rates and volumes discharged from the site;(iii) stormwater runoff is treated to prevent detrimental impacts to the receiving water body as a result of urbancontaminants.

In addition, it is desirable to maximise the amenity and ecological benefits associated with the drainage system wherethere are appropriate opportunities. SuDS are green infrastructure components and can provide health benefits, andreduce the vulnerability of developments to the impacts of climate change.

3. RUNOFF DESTINATION

Introduction Infiltration should be prioritised as the method of controlling surface water runoff from the development site, unless itcan be demonstrated that the use of infiltration would have a detrimental environmental impact.

Groundwater (via Infiltration)No constraints to the use of infiltration have been identified at this stage. Infiltration systems should therefore be used tomanage surface water wherever practicable. Detailed site investigation and design work should be undertaken to confirmassumptions and apropriate system design characteristics.

The groundwater beneath the site is designated as Unproductive strata, and this designation will define the treatment

http://books.hrwallingford.co.uk/acatalog/drainagepage1.html

requirement for any infiltrated water (See Water Quality Design Criteria).

Surface water bodyAll runoff that cannot be discharged to groundwater will be managed on site and discharged to a surface water body.

The receiving surface water body for runoff from the site is: the . The riparian owner is: .

Surface water sewer /local highway drainAll surface water runoff that cannot be discharged to groundwater via infiltration will be managed on site and dischargedto a surface water sewer or local highway drain.

The surface sewer reference is: and the asset owner is: .

4. HYDRAULIC DESIGN CRITERIA

Introduction Best practice criteria for hydraulic control require Interception, runoff and volume control.

Interception To fulfill the requirements for Interception, there should normally be no runoff from the site for an initial depth of rainfall- usually 5mm. This is achieved through the use of infiltration, evapotranspiration, or rainwater harvesting.

If practicable, infiltration systems should be used to meet the Interception requirements for the site.

Flow and Volume Control The site is a greenfield development, therefore runoff from the site needs to be constrained to the equivalent greenfieldrates and volumes.

Infiltration and rainwater harvesting, or the use of Long Term Storage provide the means to limit runoff to the greenfieldvolume. Where volume control is not practicable, flows discharged from the site will need to be constrained to Qbar or 2l/s/ha (whichever is the greater).

Interception requirements will be met for areas drained to systems where infiltration is promoted.

Attenuation and hydraulic controls will be used to manage flow rates.

5. WATER QUALITY DESIGN CRITERIA

Introduction Current best practice takes a risk-based approach to managing discharges of surface runoff to the receivingenvironment. The following text provides guidance on the extent of water quality management likely to be appropriatefor the site.

Hazard ClassificationRunoff from clean roof surfaces (ie not metal roofs, roofs close to polluted atmospheric discharges, or roofs close topopulations of flocking birds) is classified as Low in terms of hazard status.

Runoff from roads, parking and other areas of residential, commercial and industrial sites (that are not contaminatedwith waste, high levels of hydrocarbons, or other chemicals) is classified as Medium in terms of hazard status.

Treatment requirements for disposal to groundwater systemsRunoff from roofs will need one effective treatment stage prior to disposal to groundwater. Where sediment and otherlitter is prevented from entering the infiltration device, and the underlying subsoils can be demonstrated to provideeffective treatment, then the process of infiltration will usually be sufficient.

Runoff from roads, parking and other areas of the site will need 2 effective treatment stages prior to disposal togroundwater. Where sediment and litter is prevented from entering the infiltration device, and the underlying subsoilscan be demonstrated to provide effective treatment, then the process of infiltration will usually be deemed to constituteone treatment stage. One further upstream treatment stage will also be required.

Treatment requirements for disposal to surface water systemsRoof runoff will not require treatment prior to discharge.

Runoff from other parts of this site such as roads, parking and other areas will require at least 2 treatment stages priorto discharge.

6. SITE-SPECIFIC DRAINAGE DESIGN CONSIDERATIONS

The site is a high density residential site. The HR Wallingford documenet 'SuDS for high density developments' is a usefulguidance document for efficient drainage design where space is heavily constrained.

Components likely to be particularly suitable for high density sites include:

• permeable pavement parking areas which can often manage roof runoff as well as rainfall falling on the parkingsurface;• green roofs which limit runoff from roof surfaces;• bioretention areas integrated within impermeable zones;• individual property soakaways;• subsurface infiltration and/or detention systems (eg beneath functional, permeable surfaces);• infiltration/detention/retention ponds/basins/channels integrated within public open space areas.

The design of SuDS with access to temporary or permanent water should consider public health and safety as well asissues associated with construction and operational management of the structures. Health and safety issues and riskmitigation features are presented in the CIRIA SuDS Manual.

Individual SuDS components should not be treated in isolation, but should be seen together as providing a suite ofdrainage features which are appropriate in different combinations for varying scales. It is always desirable to have a mixof SuDS components across the site as different components have different capacities for treatment of individualpollutants.

7. SuDS CONSTRUCTION

SuDS are a combination of civil engineering structures and landscaping practice. Due to the limited experience ofbuilding SuDS in the water industry, there are a number of key issues which need to be particularly considered as theirconstruction requires a change in approach to some standard construction practices.

• SuDS components should be constructed in line with either the manufacturer’s guidelines or best practice methods. • The construction of SuDS usually only requires the use of fairly standard civil engineering construction and landscapingoperations, such as excavation, filling, grading, top-soiling, seeding, planting etc. These operations are specified invarious standard construction documents, such as the Civil Engineering Specification for the Water Industry (CESWI). • Construction of soakaways is regulated by the Buildings Regulations part H (Drainage and waste disposal) which setsout the requirements for drainage of rainwater from the roofs of buildings. • During construction, any surfaces which are intended to enable infiltration must be protected from compaction. Thisincludes protecting from heavy traffic or storage of materials. • Water contaminated with silt must not be allowed to enter a watercourse or drain as it can cause pollution. All parts ofthe drainage system must be protected from construction runoff to prevent silt clogging the system and causing pollutiondownstream. Measures to prevent this include soil stabilisation, early construction of sediment management basins,channelling run-off away from watercourses and surface water drains, and erosion prevention measures. • After the end of the construction period and prior to handover to the site owner/operator: - Subsoil that has been compacted during construction activities should be broken up prior to the re-application oftopsoil to garden areas and other areas of public open space to reinstate the natural infiltration performance of theground; - Any areas of the SuDs that have been compacted during construction but are intended to permit infiltration must becompletely refurbished; - Checks must be made for blockages or partial blockages of orifices or pipe systems; - Any silt deposited during the construction must be completely removed; - Soils must be stabilised and protected from erosion whilst planting becomes established.

Detailed guidance on the construction related issues for SuDS is available in the SuDS Manual and the associatedConstruction Site handbook (CIRIA, 2007).

8. SuDS COMPONENTS PERFORMANCE

Interception Peak flowcontrol: Low

Peak flowcontrol: High

Volumereduction

Volumecontrol

Grosssediments

Finesediments

Hydrocarbons/PAHs Metals Nutrients

RainwaterHarvesting Y Y S Y N N N N N N

PerviousPavement Y Y Y Y Y Y Y Y Y Var

Filter Strips Y N N N N Y N Y Y VarSwales Y Y S Y(*) N Y Y(+) Y Y Y(-)Trenches Y Y S Y(*) N N N Y Y Y(-)DetentionBasins Y Y Y N Y Y Y(+) Y Y Var

Ponds N Y Y N Y N(~) Y Limited Y VarWetlands N Y S N Y N(~) Y Limited Y YSoakaways Y Y S Y N N(~) N(~) Y(") Y(") NInfiltrationBasins Y Y S Y N N(~) N(~) Y(") Y(") N

Green Roofs Y Y N N N N N Y N NBioretentionSystems Y Y S Y(*) N N(~) Y Y Y Y

ProprietaryTreatmentSystems

N N N N N Y Y Y(!) Y(!) Y(!)

SubsurfaceStorage N Y Y N Y N(~) N N N N

SubsurfaceConveyance

N N N N Y N(~) N N N N

http://www.ciria.com/suds/ciria_publications.htm#C697

http://www.ciria.org.uk/suds/publications.htm#C698

Pipes

Notes:S: Not normally with standard designs, but possible where space is available and designs mitigate impact of high flow rates.Y(*): Where infiltration is facilitated by the design.N(~): Gross sediment retention is possible, but not recommended due to negative maintenance and performance implications.Y(+): Where designs minimise the risk of fine sediment mobilisation during larger events.Y(!): Where designs specifically promote the trapping and breakdown of oils and PAH based constitutents.Y("): Where subsurface soil structure facilitates the trapping and breakdown of oils and PAH based constituents.Var: The nutrient removal performance is variable, and can be negative in some situations.Y(-): Good nutrient removal performance where subsurface biofiltration systems with a permanently saturated zone included withinthe design.

9. GUIDANCE ON THE USE OF INDIVIDUAL COMPONENTS

Rainwater Harvesting

• High densityFor large occupancy buildings (offices, supermarkets, etc.), communal rainwater harvesting systems may provide significantstormwater management benefits.

• RoofsRainwater harvesting systems can be used to effectively drain roofs and provide both water supply and stormwater managementbenefits.

Pervious Pavement

• High densityPervious pavement systems provide an effective way to drain, store and treat the surface runoff, all within the footprint of the carpark area. Larger areas of communal parking will provide the most cost effective systems.

• RoofsRoof water can be drained into pervious pavement areas using diffusers to dissipate the point inflows. Detailed design of thepavement will need to take account of the additional impermeable roof area.

• RoadsSome types of pervious pavement can be used for relatively highly trafficked roads and pavement manufacturers should be consultedon the appropriate specification.

• Car parks/other impermable surfacesPervious pavements provide effective drainage, storage and treatment of car park surfacing,

Filter Strips

• High densityFilter strips can be used as treatment for road or car park runoff where space allows.

• RoadsFilter strips can provide treatment for road runoff, upstream of swales or trench components. They can reduce the need for kerbingand runoff collection systems.

• Car parks/other impermable surfacesFilter strips can provide treatment for runoff from impermeable surfaces, upstream of swales or trench components. They can reducethe need for kerbing and runoff collection systems.

• Site size > 50 haThe size of area that can be drained will be limited by meeting the hydraulic and water quality criteria.

Swales

• High densitySwales can be used for road or car park drainage where space allows. Underdrained swales (ie with a subsurface gravel filledconveyance and treatment trench) can provide a more efficient solution for hydraulic control and water quality treatment.

• RoofsSwales can be used to convey roof water to other parts of the site.

• RoadsSwales provide treatment and conveyance of road runoff. There are a range of swale types - standard grass channels, underdrainedswales, and wetland swales - depending on drainage requirements.

• Car parks/other impermable surfacesSwales provide treatment and conveyance of runoff from impermeable areas. There are a range of swale types - standard grass

channels, underdrained swales, and wetland swales - depending on drainage requirements.


Trenches

• High densityTrenches can provide treatment and runoff control for road or car park drainage.

• RoofsTrenches can be used to convey roof water to other parts of the site.

• RoadsTrenches can provide treatment and conveyance of road runoff. They require effective pretreatment to minimise the risk of blockage.

• Car parks/other impermable surfacesTrenches can provide treatment and conveyance of runoff for impermeable areas.


Detention Basins

• High densityDetention basins can be used in high density developments when effectively integrated within public open space areas.

• RoofsDetention basins can be used to attenuate and treat runoff.

• RoadsDetention basins can be used to attenuate and treat runoff.

• Car parks/other impermable surfacesDetention basins can be used to attenuate and treat runoff.

• Site size > 50 haThe size of area that can be drained will be limited by meeting the hydraulic and water quality criteria. A risk assessment should beused to determine the maximum appropriate depth of stored water in the basin.

Ponds

• High densityIt is unlikely that a pond would be suitable for high density development, unless it is an integral amenity feature within the publicopen space area.

• RoofsPonds can be used to attenuate and treat roof runoff.

• RoadsPonds can be used to attenuate and treat runoff. However, they are best implemented at the lower end of the treatment train as a'polishing' component. They should not be used as sediment management devices, as sediment and wet vegetation is relatively costlyto extract and dispose of. If poor quality water remains in ponds for extended periods, nutrient concentrations can rise - particularlyin the summer months, and the pond can become unattractive with poor amenity and biodiversity potential.

• Car parks/other impermable surfacesPonds can be used to attenuate and treat runoff. However, they are best implemented at the lower end of the treatment train as a'polishing' component. They should not be used as sediment management devices, as sediment and wet vegetation is relatively costlyto extract and dispose of. If poor quality water remains in ponds for extended periods, nutrient concentrations can rise - particularlyin the summer months, and the pond can become unattractive with poor amenity and biodiversity potential.


• OtherPonds built in permeable soils will require lining to maintain the water level of the permanent pool. The lining may be finished 100 or200 mm lower than the outlet invert to encourage some infiltration to take place to contribute to interception.

Wetlands

• High densityIt is unlikely that a wetland would be suitable for high density development, unless it is an integral amenity feature within the publicopen space area.

• RoofsWetlands can be used to attenuate and treat roof runoff.

• RoadsWetlands can be used to attenuate and treat runoff. However, they are best implemented at the lower end of the treatment train as a'polishing' component. They should not be used as sediment management devices, as sediment and wet vegetation is relatively costlyto extract and dispose of. If poor quality water remains in wetlands for extended periods, nutrient concentrations can rise -particularly in the summer months, and the wetland can become unattractive with poor amenity and biodiversity potential.

• Car parks/other impermable surfacesWetlands can be used to attenuate and treat runoff. However, they are best implemented at the lower end of the treatment train as a'polishing' component. They should not be used as sediment management devices, as sediment and wet vegetation is relatively costlyto extract and dispose of. If poor quality water remains in wetlands for extended periods, nutrient concentrations can rise -particularly in the summer months, and the wetland can become unattractive with poor amenity and biodiversity potential.


Soakaways

• High densityIndividual property soakaways can be built in garden areas. Attenuation storage can be built beneath impermeable surfaces such asroads or car parks or public spaces, thus minimising the use of space needed for the drainage system.

• RoofsSoakaways can be used to store, treat, and dispose roof runoff.

• RoadsUpstream treatment is normally required if soakaways are used to manage road runoff directly. Sediments and litter should beprevented from entering the soakaway.

• Car parks/other impermable surfacesUpstream treatment is normally required if soakaways are used to manage road runoff directly. Sediments and litter should beprevented from entering the soakaway.


Infiltration Basins

• HighDensityInfiltration basins can often be used in high density developments when effectively integrated within public open space areas.

• RoofsInfiltration basins can be used to attenuate and treat roof runoff.

• RoadsUpstream treatment is normally required if infiltration basins are used to manage road runoff. Sediments should be prevented fromentering the system.

• Car parks/other impermable surfacesUpstream treatment is normally required if infiltration basins are used to manage runoff from trafficked surfaces. Sediments shouldbe prevented from entering the system.

• Site size > 50 haThe size of area that can be drained will be limited by meeting the hydraulic and water quality criteria. A risk assessment should beused to determine the maximum depth of stored water in the basin.

Green Roofs

• HighDensityGreen roofs can be implemented most cost-effectively on larger roofs. They provide a range of benefits in addition to stormwatermanagement, including combatting the heat island effect, biodiversity and amenity functions.

• RoofsGreen roofs can be designed to provide interception, management and treatment of rainfall up to specified rainfall depths.

Bioretention Systems

• High densityBiorention systems (either cells or linear systems) can be used for road or car park drainage where space allows.

• RoofsBioretention systems can be used to attenuate and treat roof runoff.

• RoadsLinear bioretention systems (ie biofiltration swales) can be used to attenuate and treat road runoff.

• Car parks/other impermable surfacesBioretention systems canbe used for car park drainage.

• Site size > 50 haBioretention systems will tend to be suitable for managing small areas only.The size of area that can be drained will be limited bymeeting the hydraulic and water quality criteria.

Proprietary Treatment Systems

• High densityProprietary treatment systems may be appropriate to use particularly where there is no space for surface, vegetated treatmentsystems. However, regular monitoring needs to be ensured so that they are maintained so that they continue to function effectively.

• RoadsProprietary treatment systems can be used where surface vegetated systems are impracticable. However, regular monitoring needsto be ensured so that they are maintained so that they continue to function effectively.

• Car parks/other impermable surfacesProprietary treatment systems could be used where surface vegetated systems are impracticable. However, regular monitoring needsto be ensured so that they are maintained so that they continue to function effectively.

• Site size > 50 haProprietary treatment systems will tend to be suitable for managing small areas only. The size of area that can be drained will belimited by meeting the hydraulic and water quality criteria.

Subsurface Storage

• High densitySubsurface storage of runoff is likely to be needed for high density developments. This can be implemented via a range of proprietaryhigh void systems, or within gravels beneath permeable pavements which provide treatment as well. Sub-surface storage allows theland above the storage system to be used for car parking or public open space areas.

• RoofsSubsurface storage can be used to attenuate roof runoff.

• RoadsSubsurface storage can be used to attenuate road runoff.

• Car parks/other impermable surfacesSubsurface storage can be used to attenuate car park runoff.

Subsurface Conveyance Pipes

• High densitySubsurface conveyance systems may be an important means of connecting drainage components together and routing flowsdownstream. Space constraints in high density developments are likely to constrain the use of surface conveyance options.

HR Wallingford Ltd, the Environment Agency and any local authority are not liable for the performance of a drainage scheme which isbased upon the output of this report.

http://www.hrwallingford.com/


Appendix C:

Extract from Site Investigation – Infiltration Tests

Ground Investigations Ireland

Skerries Road, Rush

Ground Investigation Report

DOCUMENT CONTROL SHEET

Project Title Skerries Road, Rush

Engineer CS Consulting

Client Richmond Homes

Project No 8240-11-18

Document Title Ground Investigation Report

Rev. Status Author(s) Reviewed By Approved By Office of Origin Issue Date

A Final G Kelliher C Finnerty C Finnerty Dublin 14 December

2018

GI Report Rush, Richmond Homes Ground Investigation Report

Ground Investigations Ireland Ltd 8

it is economically more advantageous to reduce the excavation and replacement with well compacted

granular material below the slab. The strength of the firm deposits should be confirmed by dynamic probing.

5.3. External Pavements The proposed pavements are recommended to be designed in accordance with the CBR test results

included in the Appendixes of this Report. The low CBR test results indicate that a capping layer or a

sufficient depth of crushed stone fill may be required. Plate bearing tests are recommended at the time of

construction to verify the design assumptions for the proposed pavement make up and to verify adequate

compaction has been achieved.

The use of a geogrid and separation membrane may improve the performance of the proposed pavement

and enable a more economical pavement design to be achieved, a specialist supplier is recommended to

advise of the required strength, depth and type of geotextile for the proposed design.

The CBR test results are included in Appendix 5 of this Report.

5.4. Excavations

Excavations in the soft Cohesive Deposits and loose granular deposits will require to be appropriately

battered or the sides supported due to the low strength of these deposits.

Any excavations which penetrate the granular deposits will require to be appropriately battered or the sides

supported and are likely to require dewatering due to the groundwater seepages noted in the exploratory

hole logs in the Appendices of this Report.

The groundwater and stability noted on the trial pit logs should be consulted when determining the most

appropriate construction methods for excavations. Generally, where significant excavations are required

in water bearing granular deposits a cut-off wall may be more cost effective than extensive dewatering. An

assessment by a specialist dewatering contractor is recommended to determine the most cost effective

approach to the proposed excavation.

5.5. Soakaway Design

At the locations of SA01, SA02, SA03 and SA04 the water level dropped too slowly to allow calculation of

‘f’ the soil infiltration rate. These locations are therefore not recommended as suitable for soakaway design

and construction.

The recommendations provided in this report should be verified in the design of the proposed buildings,

using the full details of the loading conditions and taking into consideration the allowable tolerable

settlements/movements that the building can accommodate. The founding strata should be inspected and

verified by a suitably qualified engineer prior to construction of the building foundations.

GI Report Rush, Richmond Homes Ground Investigation Report

Ground Investigations Ireland Ltd

APPENDIX 1 - Site Location Plan

11065

12464

13081SITE 1

SITE 2

843310302

excluded

SITE 1SITE 2

SITE 3

Palmer Road

Palmer Court

St Maur's Park

TP/DP01

CBR01SA01

TP/DP02TP/SA/DP03

SA02

TP/DP05

DP09

DP08

CBR02SA04/DP07

TP/DP04

CBR04

TP/DP06CBR05

X

X

X-A

-B

-C

gkelliher

Arrow

gkelliher

Typewriter

Grey area denotes spoil heaps

gkelliher

Typewriter

gkelliher

Typewriter

gkelliher

Typewriter

gkelliher

Typewriter

Gessica

Cross-Out

Gessica

Highlight

Rush, Richmond Homes Ground Investigations Ireland

Soakaway Test Report

SA01Soakaway Test to BRE Digest 365Trial Pit Dimensions: 1.8m x 0.4m 1.45m (L x W x D)

Date Time

21/11/2018 0 -0.32021/11/2018 30 -0.33021/11/2018 80 -0.34021/11/2018 150 -0.36021/11/2018 280 -0.39021/11/2018 340 -0.40021/11/2018 400 -0.410

*Soakaway failed - Pit backfilledStart depth Depth of Pit Diff 75% full 25%full

0.50 2.000 1.500 0.875 1.625

Water level

(m bgl)

-1.450

-1.250

-1.050

-0.850

-0.650

-0.450

-0.250

-0.0500 50 100 150 200 250 300 350 400 450

SA01




Date Time

21/11/2018 0 -0.44021/11/2018 35 -0.44021/11/2018 90 -0.45021/11/2018 140 -0.45021/11/2018 270 -0.45021/11/2018 330 -0.46021/11/2018 390 -0.46021/11/2018 410 -0.460


0.50 2.000 1.500 0.875 1.625

Water level

(m bgl)

-1.500

-1.300

-1.100

-0.900

-0.700

-0.500

-0.300

-0.100 0 50 100 150 200 250 300 350 400 450

SA02




Date Time

21/11/2018 0 -0.39021/11/2018 20 -0.40021/11/2018 65 -0.40021/11/2018 180 -0.41021/11/2018 285 -0.41021/11/2018 345 -0.41021/11/2018 405 -0.41021/11/2018 420 -0.410


0.50 2.000 1.500 0.875 1.625

Water level

(m bgl)

-1.600

-1.400

-1.200

-1.000

-0.800

-0.600

-0.400

-0.200

0.000

0 50 100 150 200 250 300 350 400 450

SA3




Date Time

21/11/2018 0 -0.30021/11/2018 40 -0.30021/11/2018 85 -0.30021/11/2018 130 -0.29021/11/2018 250 -0.29021/11/2018 330 -0.29021/11/2018 385 -0.29021/11/2018 405 -0.290


0.30 1.400 1.100 0.575 1.125

Water level

(m bgl)

-1.400

-1.200

-1.000

-0.800

-0.600

-0.400

-0.200

0.000

0 50 100 150 200 250 300 350 400 450

SA04


Appendix D:

Attenuation Calculations

Project: Proposed Developmen tIn Rush

Project No.: R067

Calculation: Attenuation 100-year

Calcs By: RFM

Checked By:

Date: 5/3/19

Site Location:

Design Storm Return Period: 100 years

Climate Change Factor: 10 %

Soil Type: 1

Total Site Area: 4.12 ha

Hardstand Area: 2.54 ha ………….@ 80% Impervious

Softstand Area: 1.58 ha ………….@ 20% Impervious

Effective Impermeable Area: 2.35 ha

Allowable Outflow

IH124: QBAR = 0.00108 x AREA0.89

x SAAR1.17

x SOIL2.17

AREA: 0.04 km2

SAAR: 713 mm

SOIL: 0.1

QBAR/ha 0.17 l/s/ha

Allowable Outflow 8.2 l/s Smallest Allowable Discharge Rate (2l/s)

Storage required = 1394 m3

DurationRainfall

100-Year

Rainfall

100-Year

with CCF

IntensityDischarge

(Q = 2.71iA)

Proposed

Runoff

Contiguous

Land Runoff

Total

Runoff

Allowable

Outflow

Storage

Required

(min) (mm) (mm) (mm/hr) (l/s) (m3) (m

3) (m

3) (m

3) (m

3)

5 12.6 13.9 166.3 1058 318 0 318 2 315

10 17.6 19.4 116.2 739 444 0 444 5 439

15 20.7 22.8 91.1 580 522 0 522 7 514

30 25.5 28.1 56.1 357 643 0 643 15 628

60 31.6 34.8 34.8 221 796 0 796 30 767

120 39.0 42.9 21.5 137 983 0 983 59 924

180 44.2 48.6 16.2 103 1114 0 1114 89 1025

240 48.2 53.0 13.3 84 1215 0 1215 119 1096

360 54.6 60.1 10.0 64 1376 0 1376 178 1198

540 61.8 68.0 7.6 48 1557 0 1557 267 1291

720 67.5 74.3 6.2 39 1701 0 1701 356 1345

1080 76.5 84.2 4.7 30 1928 0 1928 534 1394

1440 83.5 91.9 3.8 24 2104 0 2104 712 1392

2880 95.5 105.1 2.2 14 2407 0 2407 1424 983

4320 105.4 115.9 1.6 10 2656 0 2656 2136 520

5760 114.1 125.5 1.3 8 2876 0 2876 2848 28

8640 129.0 141.9 1.0 6 3251 0 3251 4272 -1021

11520 142.0 156.2 0.8 5 3579 0 3579 5695 -2117

14400 153.8 169.2 0.7 4 3876 0 3876 7119 -3243

17280 164.7 181.2 0.6 4 4151 0 4151 8543 -4392

23040 184.5 203.0 0.5 3 4650 0 4650 11391 -6741

28800 202.6 222.9 0.5 3 5106 0 5106 14239 -9133

36000 223.3 245.6 0.4 3 5628 0 5628 17798 -12171

Dublin

Calculate

Project: Proposed Development In Rush

Project No.: R067

Calculation: Attenuation 100-year

Calcs By: RFM

Checked By:

Date: 5/3/19

Site Location:

Design Storm Return Period: 100 years

Climate Change Factor: 10 %

Soil Type: 1

Total Site Area: 0.55 ha

Hardstand Area: 0.35 ha ………….@ 80% Impervious

Softstand Area: 0.20 ha ………….@ 20% Impervious

Effective Impermeable Area: 0.32 ha

Allowable Outflow

IH124: QBAR = 0.00108 x AREA0.89

x SAAR1.17

x SOIL2.17

AREA: 0.01 km2

SAAR: 713 mm

SOIL: 0.1

QBAR/ha 0.17 l/s/ha

Allowable Outflow 2.0 l/s Smallest Allowable Discharge Rate (2l/s)

Storage required = 147 m3

DurationRainfall

100-Year

Rainfall

100-Year

with CCF

IntensityDischarge

(Q = 2.71iA)

Proposed

Runoff

Contiguous

Land Runoff

Total

Runoff

Allowable

Outflow

Storage

Required

(min) (mm) (mm) (mm/hr) (l/s) (m3) (m

3) (m

3) (m

3) (m

3)

5 12.6 13.9 166.3 144 43 0 43 1 43

10 17.6 19.4 116.2 100 60 0 60 1 59

15 20.7 22.8 91.1 79 71 0 71 2 69

30 25.5 28.1 56.1 49 87 0 87 4 84

60 31.6 34.8 34.8 30 108 0 108 7 101

120 39.0 42.9 21.5 19 134 0 134 14 119

180 44.2 48.6 16.2 14 151 0 151 22 130

240 48.2 53.0 13.3 11 165 0 165 29 136

360 54.6 60.1 10.0 9 187 0 187 43 144

540 61.8 68.0 7.6 7 212 0 212 65 147

720 67.5 74.3 6.2 5 231 0 231 86 145

1080 76.5 84.2 4.7 4 262 0 262 130 132

1440 83.5 91.9 3.8 3 286 0 286 173 113

2880 95.5 105.1 2.2 2 327 0 327 346 -18

4320 105.4 115.9 1.6 1 361 0 361 518 -157

5760 114.1 125.5 1.3 1 391 0 391 691 -300

8640 129.0 141.9 1.0 1 442 0 442 1037 -595

11520 142.0 156.2 0.8 1 486 0 486 1382 -896

14400 153.8 169.2 0.7 1 527 0 527 1728 -1201

17280 164.7 181.2 0.6 1 564 0 564 2074 -1509

23040 184.5 203.0 0.5 0 632 0 632 2765 -2133

28800 202.6 222.9 0.5 0 694 0 694 3456 -2762

36000 223.3 245.6 0.4 0 765 0 765 4320 -3555

Dublin

Calculate


Appendix E:

Storm Network Design

Cronin & Sutton Consulting Page 131a Westland Square R067-RUSHPearse Street 10% Climate ChangeDublin 2 Area A (Main Site)Date Aug' 2019 Designed by DDFile STORM SITE A (MAIN SIT... Checked byMicro Drainage Network W.12.6

STORM SEWER DESIGN by the Modified Rational Method

Design Criteria for Storm

©1982-2011 Micro Drainage Ltd

Pipe Sizes STANDARD Manhole Sizes STANDARD

FSR Rainfall Model - Scotland and IrelandReturn Period (years) 5 Add Flow / Climate Change (%) 0

M5-60 (mm) 15.000 Minimum Backdrop Height (m) 0.000Ratio R 0.300 Maximum Backdrop Height (m) 0.000

Maximum Rainfall (mm/hr) 50 Min Design Depth for Optimisation (m) 0.000Foul Sewage (l/s/ha) 0.00 Min Vel for Auto Design only (m/s) 1.00

Volumetric Runoff Coeff. 0.750 Min Slope for Optimisation (1:X) 500PIMP (%) 100

Designed with Level Inverts

Network Design Table for Storm

PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)

1.000 73.578 1.071 68.7 0.180 4.00 0.0 0.600 o 2251.001 40.710 0.407 100.0 0.180 0.00 0.0 0.600 o 225

2.000 21.783 0.218 99.9 0.400 4.00 0.0 0.600 o 300

1.002 65.166 0.652 99.9 0.120 0.00 0.0 0.600 o 3751.003 29.643 0.119 249.1 0.180 0.00 0.0 0.600 o 450

3.000 57.559 1.020 56.4 0.180 4.00 0.0 0.600 o 2253.001 48.482 0.780 62.2 0.000 0.00 0.0 0.600 o 2253.002 46.702 0.848 55.1 0.090 0.00 0.0 0.600 o 225

4.000 75.268 1.546 48.7 0.085 4.00 0.0 0.600 o 2254.001 66.647 1.108 60.2 0.130 0.00 0.0 0.600 o 225

3.003 44.741 0.159 281.4 0.270 0.00 0.0 0.600 o 375

1.004 92.182 0.307 300.3 0.290 0.00 0.0 0.600 o 300

Network Results Table

PN Rain(mm/hr)

T.C.(mins)

US/IL(m)

Σ I.Area(ha)

Σ BaseFlow (l/s)

Foul(l/s)

Add Flow(l/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

1.000 50.00 4.78 15.900 0.180 0.0 0.0 0.0 1.58 62.8 24.41.001 50.00 5.30 14.829 0.360 0.0 0.0 0.0 1.31 52.0 48.7

2.000 50.00 4.23 14.640 0.400 0.0 0.0 0.0 1.57 111.2 54.2

1.002 50.00 5.89 13.500 0.880 0.0 0.0 0.0 1.81 200.2 119.21.003 50.00 6.28 12.700 1.060 0.0 0.0 0.0 1.28 204.1 143.5

3.000 50.00 4.55 15.500 0.180 0.0 0.0 0.0 1.74 69.4 24.43.001 50.00 5.04 14.480 0.180 0.0 0.0 0.0 1.66 66.1 24.43.002 50.00 5.48 13.700 0.270 0.0 0.0 0.0 1.77 70.2 36.6

4.000 50.00 4.67 15.448 0.085 0.0 0.0 0.0 1.88 74.7 11.54.001 50.00 5.33 13.902 0.215 0.0 0.0 0.0 1.69 67.2 29.1

3.003 50.00 6.17 12.794 0.755 0.0 0.0 0.0 1.08 118.7 102.2

1.004 50.00 5.70 12.332 0.000 4.0 0.0 0.0 0.90 63.8 4.0




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)

1.005 66.211 0.222 298.2 0.310 0.00 0.0 0.600 o 3001.006 17.303 0.058 298.3 0.310 0.00 0.0 0.600 o 3751.007 16.069 0.054 300.0 0.067 0.00 0.0 0.600 o 3751.008 17.337 0.058 298.9 0.000 0.00 0.0 0.600 o 3751.009 5.533 0.018 307.4 0.000 0.00 0.0 0.600 o 3751.010 9.585 0.048 199.7 0.000 0.00 0.0 0.600 o 2251.011 52.909 0.265 199.7 0.000 0.00 0.0 0.600 o 2251.012 54.268 0.271 200.3 0.000 0.00 0.0 0.600 o 225


PN Rain(mm/hr)

T.C.(mins)

US/IL(m)

Σ I.Area(ha)

Σ BaseFlow (l/s)

Foul(l/s)

Add Flow(l/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

1.005 50.00 6.92 12.025 0.310 4.0 0.0 0.0 0.91 64.0 46.01.006 50.00 7.20 11.803 0.620 4.0 0.0 0.0 1.04 115.3 88.01.007 49.85 7.46 11.745 0.687 4.0 0.0 0.0 1.04 115.0 96.71.008 49.05 7.73 11.675 0.687 4.0 0.0 0.0 1.04 115.2 96.71.009 48.79 7.82 11.617 0.687 4.0 0.0 0.0 1.03 113.6 96.71.010 50.00 4.17 11.599 0.000 8.2 0.0 0.0 0.92 36.6 8.21.011 50.00 5.13 11.551 0.000 8.2 0.0 0.0 0.92 36.6 8.21.012 50.00 6.11 11.286 0.000 8.2 0.0 0.0 0.92 36.6 8.2


Manhole Schedules for Storm


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert

Level (m)Diameter(mm)

PNPipes InInvert


Backdrop(mm)

1 17.400 1.500 Open Manhole 1200 1.000 15.900 2252 16.280 1.451 Open Manhole 1200 1.001 14.829 225 1.000 14.829 2253 16.065 1.425 Open Manhole 1200 2.000 14.640 3004 15.700 2.200 Open Manhole 1200 1.002 13.500 375 1.001 14.422 225 772

2.000 14.422 300 8475 15.500 2.800 Open Manhole 1200 1.003 12.700 450 1.002 12.848 375 736 17.264 1.764 Open Manhole 1200 3.000 15.500 2257 16.220 1.740 Open Manhole 1200 3.001 14.480 225 3.000 14.480 2258 15.200 1.500 Open Manhole 1200 3.002 13.700 225 3.001 13.700 2259 16.873 1.425 Open Manhole 1200 4.000 15.448 22510 15.550 1.648 Open Manhole 1200 4.001 13.902 225 4.000 13.902 22511 14.200 1.406 Sealed Manhole 1800 3.003 12.794 375 3.002 12.852 225

4.001 12.794 22512 14.700 2.368 Open Manhole 1800 1.004 12.332 300 1.003 12.581 450 399

3.003 12.635 375 37813 14.000 1.975 Open Manhole 1200 1.005 12.025 300 1.004 12.025 30014 13.400 1.597 Open Manhole 1350 1.006 11.803 375 1.005 11.803 30015 13.240 1.495 Open Manhole 1350 1.007 11.745 375 1.006 11.745 37516 13.000 1.325 Open Manhole 1200 1.008 11.675 375 1.007 11.691 375 1617 12.700 1.083 Open Manhole 1200 1.009 11.617 375 1.008 11.617 37518 12.900 1.301 Open Manhole 1350 1.010 11.599 225 1.009 11.599 37519 12.940 1.389 Open Manhole 1050 1.011 11.551 225 1.010 11.551 22520 12.600 1.314 Open Manhole 1050 1.012 11.286 225 1.011 11.286 225

12.460 1.445 Open Manhole 0 OUTFALL 1.012 11.015 225


PIPELINE SCHEDULES for Storm

Upstream Manhole


PN HydSect

Diam(mm)

MHName

C.Level(m)

I.Level(m)

D.Depth(m)

MHConnection

MH DIAM., L*W(mm)

1.000 o 225 1 17.400 15.900 1.275 Open Manhole 12001.001 o 225 2 16.280 14.829 1.226 Open Manhole 1200

2.000 o 300 3 16.065 14.640 1.125 Open Manhole 1200


3.000 o 225 6 17.264 15.500 1.539 Open Manhole 12003.001 o 225 7 16.220 14.480 1.515 Open Manhole 12003.002 o 225 8 15.200 13.700 1.275 Open Manhole 1200


3.003 o 375 11 14.200 12.794 1.031 Sealed Manhole 1800

1.004 o 300 12 14.700 12.332 2.068 Open Manhole 18001.005 o 300 13 14.000 12.025 1.675 Open Manhole 12001.006 o 375 14 13.400 11.803 1.222 Open Manhole 13501.007 o 375 15 13.240 11.745 1.120 Open Manhole 13501.008 o 375 16 13.000 11.675 0.950 Open Manhole 12001.009 o 375 17 12.700 11.617 0.708 Open Manhole 12001.010 o 225 18 12.900 11.599 1.076 Open Manhole 13501.011 o 225 19 12.940 11.551 1.164 Open Manhole 10501.012 o 225 20 12.600 11.286 1.089 Open Manhole 1050

Downstream Manhole

PN Length(m)

Slope(1:X)

MHName

C.Level(m)

I.Level(m)

D.Depth(m)

MHConnection

MH DIAM., L*W(mm)

1.000 73.578 68.7 2 16.280 14.829 1.226 Open Manhole 12001.001 40.710 100.0 4 15.700 14.422 1.053 Open Manhole 1200

2.000 21.783 99.9 4 15.700 14.422 0.978 Open Manhole 1200

1.002 65.166 99.9 5 15.500 12.848 2.277 Open Manhole 12001.003 29.643 249.1 12 14.700 12.581 1.669 Open Manhole 1800

3.000 57.559 56.4 7 16.220 14.480 1.515 Open Manhole 12003.001 48.482 62.2 8 15.200 13.700 1.275 Open Manhole 12003.002 46.702 55.1 11 14.200 12.852 1.123 Sealed Manhole 1800

4.000 75.268 48.7 10 15.550 13.902 1.423 Open Manhole 12004.001 66.647 60.2 11 14.200 12.794 1.181 Sealed Manhole 1800

3.003 44.741 281.4 12 14.700 12.635 1.690 Open Manhole 1800

1.004 92.182 300.3 13 14.000 12.025 1.675 Open Manhole 12001.005 66.211 298.2 14 13.400 11.803 1.297 Open Manhole 13501.006 17.303 298.3 15 13.240 11.745 1.120 Open Manhole 13501.007 16.069 300.0 16 13.000 11.691 0.934 Open Manhole 12001.008 17.337 298.9 17 12.700 11.617 0.708 Open Manhole 12001.009 5.533 307.4 18 12.900 11.599 0.926 Open Manhole 13501.010 9.585 199.7 19 12.940 11.551 1.164 Open Manhole 10501.011 52.909 199.7 20 12.600 11.286 1.089 Open Manhole 10501.012 54.268 200.3 12.460 11.015 1.220 Open Manhole 0


Area Summary for Storm


PipeNumber

PIMPType

PIMPName

PIMP(%)

GrossArea (ha)

Imp.Area (ha)

Pipe Total(ha)

1.000 - - 100 0.180 0.180 0.1801.001 - - 100 0.180 0.180 0.1802.000 - - 100 0.400 0.400 0.4001.002 - - 100 0.120 0.120 0.1201.003 - - 100 0.180 0.180 0.1803.000 - - 100 0.180 0.180 0.1803.001 - - 100 0.000 0.000 0.0003.002 - - 100 0.090 0.090 0.0904.000 User - 100 0.085 0.085 0.0854.001 - - 100 0.130 0.130 0.1303.003 - - 100 0.270 0.270 0.2701.004 - - 100 0.290 0.290 0.2901.005 - - 100 0.310 0.310 0.3101.006 - - 100 0.310 0.310 0.3101.007 User - 100 0.067 0.067 0.0671.008 - - 100 0.000 0.000 0.0001.009 - - 100 0.000 0.000 0.0001.010 - - 100 0.000 0.000 0.0001.011 - - 100 0.000 0.000 0.0001.012 - - 100 0.000 0.000 0.000

Total Total Total2.791 2.791 2.791

Free Flowing Outfall Details for Storm

OutfallPipe Number

OutfallName

C. Level(m)

I. Level(m)

MinI. Level

(m)

D,L(mm)

W(mm)

1.012 12.460 11.015 9.900 0 0


Simulation Criteria for Storm


Volumetric Runoff Coeff 0.840 Additional Flow - % of Total Flow 10.000Areal 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) 5760Foul Sewage per hectare (l/s) 0.000 Output Interval (mins) 24

Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 2 Number of Storage Structures 2 Number of Real Time Controls 0

Synthetic Rainfall Details

Rainfall Model FSR Profile Type WinterReturn Period (years) 100 Cv (Summer) 0.750

Region Scotland and Ireland Cv (Winter) 0.840M5-60 (mm) 15.000 Storm Duration (mins) 2880

Ratio R 0.300


Online Controls for Storm


Depth/Flow Relationship Manhole: 12, DS/PN: 1.004, Volume (m³): 15.2

Invert Level (m) 12.332

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

0.200 4.0000 1.400 4.0000 2.600 4.0000 3.800 4.0000 5.000 4.00000.400 4.0000 1.600 4.0000 2.800 4.0000 4.000 4.0000 5.200 4.00000.600 4.0000 1.800 4.0000 3.000 4.0000 4.200 4.0000 5.400 4.00000.800 4.0000 2.000 4.0000 3.200 4.0000 4.400 4.0000 5.600 4.00001.000 4.0000 2.200 4.0000 3.400 4.0000 4.600 4.0000 5.800 4.00001.200 4.0000 2.400 4.0000 3.600 4.0000 4.800 4.0000 6.000 4.0000




0.200 8.2000 1.400 8.2000 2.600 8.2000 3.800 8.2000 5.000 8.20000.400 8.2000 1.600 8.2000 2.800 8.2000 4.000 8.2000 5.200 8.20000.600 8.2000 1.800 8.2000 3.000 8.2000 4.200 8.2000 5.400 8.20000.800 8.2000 2.000 8.2000 3.200 8.2000 4.400 8.2000 5.600 8.20001.000 8.2000 2.200 8.2000 3.400 8.2000 4.600 8.2000 5.800 8.20001.200 8.2000 2.400 8.2000 3.600 8.2000 4.800 8.2000 6.000 8.2000


Storage Structures for Storm


Tank or Pond Manhole: 12, DS/PN: 1.004


Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)

0.000 737.5 0.600 737.5 1.200 737.5 1.800 0.0 2.400 0.00.100 737.5 0.700 737.5 1.300 737.5 1.900 0.0 2.500 0.00.200 737.5 0.800 737.5 1.400 737.5 2.000 0.00.300 737.5 0.900 737.5 1.500 737.5 2.100 0.00.400 737.5 1.000 737.5 1.600 737.5 2.200 0.00.500 737.5 1.100 737.5 1.700 0.0 2.300 0.0




0.000 220.0 1.200 0.0 2.400 0.0 3.600 0.0 4.800 0.00.200 220.0 1.400 0.0 2.600 0.0 3.800 0.0 5.000 0.00.400 220.0 1.600 0.0 2.800 0.0 4.000 0.00.600 220.0 1.800 0.0 3.000 0.0 4.200 0.00.800 220.0 2.000 0.0 3.200 0.0 4.400 0.01.000 220.0 2.200 0.0 3.400 0.0 4.600 0.0


Summary of Results for 15 minute 100 year Winter (Storm)


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

DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)

PipeFlow(l/s) Status

1.000 1 16.706 0.581 0.000 0.77 0.0 46.9 SURCHARGED1.001 2 16.069 1.015 0.000 1.85 0.0 91.4 FLOOD RISK2.000 3 15.156 0.216 0.000 1.40 0.0 136.8 SURCHARGED1.002 4 14.557 0.682 0.000 1.34 0.0 252.3 SURCHARGED1.003 5 13.364 0.214 0.000 1.71 0.0 299.3 SURCHARGED3.000 6 15.711 -0.014 0.000 0.93 0.0 61.9 OK3.001 7 15.048 0.343 0.000 0.82 0.0 51.9 SURCHARGED3.002 8 14.530 0.605 0.000 1.08 0.0 72.8 SURCHARGED4.000 9 15.548 -0.125 0.000 0.40 0.0 29.3 OK4.001 10 14.594 0.467 0.000 0.95 0.0 61.6 SURCHARGED3.003 11 13.573 0.404 0.000 1.90 0.0 207.0 SURCHARGED*1.004 12 12.830 0.198 0.000 0.06 0.0 4.0 SURCHARGED1.005 13 13.141 0.816 0.000 1.28 0.0 78.2 SURCHARGED1.006 14 12.709 0.531 0.000 1.63 0.0 154.4 SURCHARGED1.007 15 12.538 0.418 0.000 1.84 0.0 171.7 SURCHARGED1.008 16 12.336 0.286 0.000 1.81 0.0 171.5 SURCHARGED1.009 17 12.145 0.153 0.000 2.27 0.0 170.9 SURCHARGED1.010 18 12.050 0.226 0.000 0.27 0.0 8.2 SURCHARGED1.011 19 11.624 -0.152 0.000 0.23 0.0 8.2 OK1.012 20 11.359 -0.152 0.000 0.23 0.0 8.2 OK





DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


1.000 1 16.345 0.220 0.000 0.71 0.0 43.4 SURCHARGED1.001 2 15.822 0.768 0.000 1.70 0.0 84.1 SURCHARGED2.000 3 14.987 0.047 0.000 1.13 0.0 110.0 SURCHARGED1.002 4 14.181 0.306 0.000 1.16 0.0 219.3 SURCHARGED1.003 5 13.278 0.128 0.000 1.49 0.0 261.2 SURCHARGED3.000 6 15.646 -0.079 0.000 0.74 0.0 49.6 OK3.001 7 14.706 0.001 0.000 0.76 0.0 48.0 SURCHARGED3.002 8 14.299 0.374 0.000 0.99 0.0 66.7 SURCHARGED4.000 9 15.536 -0.137 0.000 0.32 0.0 23.3 OK4.001 10 14.240 0.113 0.000 0.84 0.0 54.3 SURCHARGED3.003 11 13.459 0.290 0.000 1.70 0.0 185.7 SURCHARGED*1.004 12 12.980 0.348 0.000 0.06 0.0 4.0 SURCHARGED1.005 13 12.885 0.560 0.000 1.16 0.0 70.9 SURCHARGED1.006 14 12.566 0.388 0.000 1.48 0.0 140.4 SURCHARGED1.007 15 12.431 0.311 0.000 1.67 0.0 155.7 SURCHARGED1.008 16 12.269 0.219 0.000 1.64 0.0 155.4 SURCHARGED1.009 17 12.194 0.202 0.000 2.06 0.0 155.1 SURCHARGED1.010 18 12.192 0.368 0.000 0.27 0.0 8.2 SURCHARGED1.011 19 11.624 -0.152 0.000 0.23 0.0 8.2 OK1.012 20 11.359 -0.152 0.000 0.23 0.0 8.2 OK





DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


1.000 1 16.034 -0.091 0.000 0.65 0.0 39.5 OK1.001 2 15.582 0.528 0.000 1.51 0.0 74.5 SURCHARGED2.000 3 14.865 -0.075 0.000 0.90 0.0 88.0 OK1.002 4 13.848 -0.027 0.000 0.98 0.0 184.9 OK1.003 5 13.204 0.054 0.000 1.27 0.0 222.1 SURCHARGED3.000 6 15.626 -0.099 0.000 0.59 0.0 39.5 OK3.001 7 14.611 -0.094 0.000 0.63 0.0 39.7 OK3.002 8 13.979 0.054 0.000 0.86 0.0 57.8 SURCHARGED4.000 9 15.526 -0.147 0.000 0.26 0.0 18.6 OK4.001 10 14.046 -0.081 0.000 0.73 0.0 47.2 OK3.003 11 13.346 0.177 0.000 1.47 0.0 160.2 SURCHARGED*1.004 12 13.072 0.440 0.000 0.06 0.0 4.0 SURCHARGED1.005 13 12.657 0.332 0.000 1.00 0.0 61.1 SURCHARGED1.006 14 12.424 0.246 0.000 1.25 0.0 118.5 SURCHARGED1.007 15 12.336 0.216 0.000 1.40 0.0 130.8 SURCHARGED1.008 16 12.294 0.244 0.000 1.39 0.0 131.0 SURCHARGED1.009 17 12.285 0.293 0.000 1.73 0.0 130.5 SURCHARGED1.010 18 12.283 0.459 0.000 0.27 0.0 8.2 SURCHARGED1.011 19 11.624 -0.152 0.000 0.23 0.0 8.2 OK1.012 20 11.359 -0.152 0.000 0.23 0.0 8.2 OK





DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


1.000 1 16.020 -0.105 0.000 0.54 0.0 33.3 OK1.001 2 15.340 0.286 0.000 1.30 0.0 64.3 SURCHARGED2.000 3 14.839 -0.101 0.000 0.77 0.0 74.8 OK1.002 4 13.768 -0.107 0.000 0.85 0.0 159.5 OK1.003 5 13.153 0.003 0.000 1.10 0.0 192.2 SURCHARGED3.000 6 15.614 -0.111 0.000 0.50 0.0 33.5 OK3.001 7 14.597 -0.108 0.000 0.53 0.0 33.4 OK3.002 8 13.847 -0.078 0.000 0.75 0.0 50.0 OK4.000 9 15.519 -0.154 0.000 0.22 0.0 15.7 OK4.001 10 14.031 -0.096 0.000 0.61 0.0 39.6 OK3.003 11 13.255 0.086 0.000 1.28 0.0 139.0 SURCHARGED*1.004 12 13.137 0.505 0.000 0.06 0.0 4.0 SURCHARGED1.005 13 12.498 0.173 0.000 0.83 0.0 50.7 SURCHARGED1.006 14 12.374 0.196 0.000 1.07 0.0 101.1 SURCHARGED1.007 15 12.362 0.242 0.000 1.20 0.0 111.9 SURCHARGED1.008 16 12.352 0.302 0.000 1.17 0.0 111.0 SURCHARGED1.009 17 12.344 0.352 0.000 1.47 0.0 110.4 SURCHARGED1.010 18 12.342 0.518 0.000 0.27 0.0 8.2 SURCHARGED1.011 19 11.624 -0.152 0.000 0.23 0.0 8.2 OK1.012 20 11.359 -0.152 0.000 0.23 0.0 8.2 OK





DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


1.000 1 16.002 -0.123 0.000 0.42 0.0 25.7 OK1.001 2 15.070 0.016 0.000 1.02 0.0 50.3 SURCHARGED2.000 3 14.805 -0.135 0.000 0.59 0.0 57.2 OK1.002 4 13.724 -0.151 0.000 0.66 0.0 123.7 OK1.003 5 13.238 0.088 0.000 0.85 0.0 149.0 SURCHARGED3.000 6 15.597 -0.128 0.000 0.38 0.0 25.7 OK3.001 7 14.580 -0.125 0.000 0.41 0.0 25.6 OK3.002 8 13.823 -0.102 0.000 0.57 0.0 38.5 OK4.000 9 15.509 -0.164 0.000 0.17 0.0 12.1 OK4.001 10 14.011 -0.116 0.000 0.47 0.0 30.6 OK3.003 11 13.240 0.071 0.000 0.98 0.0 106.8 SURCHARGED*1.004 12 13.235 0.603 0.000 0.06 0.0 4.0 SURCHARGED1.005 13 12.467 0.142 0.000 0.69 0.0 42.3 SURCHARGED1.006 14 12.450 0.272 0.000 0.86 0.0 81.0 SURCHARGED1.007 15 12.441 0.321 0.000 0.95 0.0 88.8 SURCHARGED1.008 16 12.433 0.383 0.000 0.93 0.0 87.9 SURCHARGED1.009 17 12.426 0.434 0.000 1.16 0.0 87.2 FLOOD RISK1.010 18 12.424 0.600 0.000 0.27 0.0 8.2 SURCHARGED1.011 19 11.624 -0.152 0.000 0.23 0.0 8.2 OK1.012 20 11.359 -0.152 0.000 0.23 0.0 8.2 OK





DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


1.000 1 15.991 -0.134 0.000 0.35 0.0 21.2 OK1.001 2 14.990 -0.064 0.000 0.86 0.0 42.5 OK2.000 3 14.787 -0.153 0.000 0.48 0.0 47.2 OK1.002 4 13.699 -0.176 0.000 0.55 0.0 103.8 OK1.003 5 13.311 0.161 0.000 0.71 0.0 124.8 SURCHARGED3.000 6 15.587 -0.138 0.000 0.32 0.0 21.2 OK3.001 7 14.570 -0.135 0.000 0.34 0.0 21.2 OK3.002 8 13.809 -0.116 0.000 0.47 0.0 31.8 OK4.000 9 15.503 -0.170 0.000 0.14 0.0 10.0 OK4.001 10 13.999 -0.128 0.000 0.39 0.0 25.3 OK3.003 11 13.312 0.143 0.000 0.82 0.0 89.0 SURCHARGED*1.004 12 13.308 0.676 0.000 0.06 0.0 4.0 SURCHARGED1.005 13 12.521 0.196 0.000 0.60 0.0 36.8 SURCHARGED1.006 14 12.506 0.328 0.000 0.71 0.0 67.4 SURCHARGED1.007 15 12.499 0.379 0.000 0.79 0.0 73.8 SURCHARGED1.008 16 12.491 0.441 0.000 0.77 0.0 73.2 SURCHARGED1.009 17 12.485 0.493 0.000 0.97 0.0 72.8 FLOOD RISK1.010 18 12.482 0.658 0.000 0.27 0.0 8.2 SURCHARGED1.011 19 11.624 -0.152 0.000 0.23 0.0 8.2 OK1.012 20 11.359 -0.152 0.000 0.23 0.0 8.2 OK





DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


1.000 1 15.978 -0.147 0.000 0.27 0.0 16.2 OK1.001 2 14.962 -0.092 0.000 0.66 0.0 32.3 OK2.000 3 14.766 -0.174 0.000 0.37 0.0 36.0 OK1.002 4 13.669 -0.206 0.000 0.42 0.0 79.0 OK1.003 5 13.416 0.266 0.000 0.54 0.0 94.4 SURCHARGED3.000 6 15.575 -0.150 0.000 0.24 0.0 16.2 OK3.001 7 14.557 -0.148 0.000 0.26 0.0 16.2 OK3.002 8 13.793 -0.132 0.000 0.36 0.0 24.3 OK4.000 9 15.496 -0.177 0.000 0.10 0.0 7.6 OK4.001 10 13.986 -0.141 0.000 0.30 0.0 19.3 OK3.003 11 13.417 0.248 0.000 0.62 0.0 67.7 SURCHARGED*1.004 12 13.414 0.782 0.000 0.06 0.0 4.0 SURCHARGED1.005 13 12.591 0.266 0.000 0.47 0.0 29.0 SURCHARGED1.006 14 12.579 0.401 0.000 0.55 0.0 52.2 SURCHARGED1.007 15 12.572 0.452 0.000 0.62 0.0 57.3 SURCHARGED1.008 16 12.567 0.517 0.000 0.60 0.0 57.0 SURCHARGED1.009 17 12.561 0.569 0.000 0.75 0.0 56.8 FLOOD RISK1.010 18 12.559 0.735 0.000 0.27 0.0 8.2 SURCHARGED1.011 19 11.624 -0.152 0.000 0.23 0.0 8.2 OK1.012 20 11.359 -0.152 0.000 0.23 0.0 8.2 OK





DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


1.000 1 15.971 -0.154 0.000 0.22 0.0 13.2 OK1.001 2 14.946 -0.108 0.000 0.54 0.0 26.5 OK2.000 3 14.752 -0.188 0.000 0.30 0.0 29.4 OK1.002 4 13.651 -0.224 0.000 0.34 0.0 64.7 OK1.003 5 13.492 0.342 0.000 0.44 0.0 76.9 SURCHARGED3.000 6 15.568 -0.157 0.000 0.20 0.0 13.2 OK3.001 7 14.549 -0.156 0.000 0.21 0.0 13.2 OK3.002 8 13.783 -0.142 0.000 0.30 0.0 19.8 OK4.000 9 15.492 -0.181 0.000 0.09 0.0 6.2 OK4.001 10 13.977 -0.150 0.000 0.24 0.0 15.8 OK3.003 11 13.493 0.324 0.000 0.50 0.0 54.3 SURCHARGED*1.004 12 13.491 0.859 0.000 0.06 0.0 4.0 SURCHARGED1.005 13 12.637 0.312 0.000 0.39 0.0 24.0 SURCHARGED1.006 14 12.624 0.446 0.000 0.46 0.0 43.6 SURCHARGED1.007 15 12.619 0.499 0.000 0.52 0.0 48.0 SURCHARGED1.008 16 12.613 0.563 0.000 0.50 0.0 47.7 SURCHARGED1.009 17 12.608 0.616 0.000 0.63 0.0 47.5 FLOOD RISK1.010 18 12.606 0.782 0.000 0.27 0.0 8.2 FLOOD RISK1.011 19 11.624 -0.152 0.000 0.23 0.0 8.2 OK1.012 20 11.359 -0.152 0.000 0.23 0.0 8.2 OK





DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)







DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


1.000 1 15.935 -0.190 0.000 0.06 0.0 3.6 OK1.001 2 14.886 -0.168 0.000 0.15 0.0 7.3 OK2.000 3 14.697 -0.243 0.000 0.08 0.0 8.1 OK1.002 4 13.907 0.032 0.000 0.09 0.0 17.8 SURCHARGED1.003 5 13.905 0.755 0.000 0.12 0.0 20.8 SURCHARGED3.000 6 15.534 -0.191 0.000 0.05 0.0 3.6 OK3.001 7 14.515 -0.190 0.000 0.06 0.0 3.6 OK3.002 8 13.907 -0.018 0.000 0.08 0.0 5.4 OK4.000 9 15.471 -0.202 0.000 0.02 0.0 1.7 OK4.001 10 13.940 -0.187 0.000 0.07 0.0 4.3 OK3.003 11 13.905 0.736 0.000 0.13 0.0 14.6 FLOOD RISK*1.004 12 13.904 1.272 0.000 0.06 0.0 4.0 SURCHARGED1.005 13 12.601 0.276 0.000 0.16 0.0 9.7 SURCHARGED1.006 14 12.590 0.412 0.000 0.16 0.0 15.3 SURCHARGED1.007 15 12.585 0.465 0.000 0.18 0.0 16.5 SURCHARGED1.008 16 12.581 0.531 0.000 0.17 0.0 16.5 SURCHARGED1.009 17 12.576 0.584 0.000 0.22 0.0 16.4 FLOOD RISK1.010 18 12.574 0.750 0.000 0.27 0.0 8.2 SURCHARGED1.011 19 11.624 -0.152 0.000 0.23 0.0 8.2 OK1.012 20 11.359 -0.152 0.000 0.23 0.0 8.2 OK





DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


1.000 1 15.928 -0.197 0.000 0.04 0.0 2.2 OK1.001 2 14.874 -0.180 0.000 0.09 0.0 4.4 OK2.000 3 14.683 -0.257 0.000 0.05 0.0 4.9 OK1.002 4 13.922 0.047 0.000 0.06 0.0 10.8 SURCHARGED1.003 5 13.920 0.770 0.000 0.07 0.0 12.6 SURCHARGED3.000 6 15.526 -0.199 0.000 0.03 0.0 2.2 OK3.001 7 14.507 -0.198 0.000 0.03 0.0 2.2 OK3.002 8 13.922 -0.003 0.000 0.05 0.0 3.3 OK4.000 9 15.463 -0.210 0.000 0.01 0.0 1.0 OK4.001 10 13.931 -0.196 0.000 0.04 0.0 2.6 OK3.003 11 13.921 0.752 0.000 0.08 0.0 8.9 FLOOD RISK*1.004 12 13.919 1.287 0.000 0.06 0.0 4.0 SURCHARGED1.005 13 12.346 0.021 0.000 0.13 0.0 7.7 SURCHARGED1.006 14 12.336 0.158 0.000 0.12 0.0 11.2 SURCHARGED1.007 15 12.331 0.211 0.000 0.13 0.0 11.9 SURCHARGED1.008 16 12.327 0.277 0.000 0.12 0.0 11.8 SURCHARGED1.009 17 12.322 0.330 0.000 0.16 0.0 11.8 SURCHARGED1.010 18 12.320 0.496 0.000 0.27 0.0 8.2 SURCHARGED1.011 19 11.624 -0.152 0.000 0.23 0.0 8.2 OK1.012 20 11.359 -0.152 0.000 0.23 0.0 8.2 OK

Cronin & Sutton Consulting Page 131a Westland Square R067-RUSHPearse Street 10% Climate ChangeDublin 2 Site B (Pocket Site North)Date Aug' 2019 Designed by DDFile STORM SITE B (POCKET S... Checked byMicro Drainage Network W.12.6

STORM SEWER DESIGN by the Modified Rational Method

Design Criteria for Storm



FSR Rainfall Model - Scotland and IrelandReturn Period (years) 5 Add Flow / Climate Change (%) 0

M5-60 (mm) 15.000 Minimum Backdrop Height (m) 0.000Ratio R 0.300 Maximum Backdrop Height (m) 0.000

Maximum Rainfall (mm/hr) 50 Min Design Depth for Optimisation (m) 0.000Foul Sewage (l/s/ha) 0.00 Min Vel for Auto Design only (m/s) 1.00

Volumetric Runoff Coeff. 0.750 Min Slope for Optimisation (1:X) 500PIMP (%) 100



PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)

1.000 34.854 0.139 250.0 0.108 4.00 0.0 0.600 o 300

2.000 36.258 0.145 250.0 0.151 4.00 0.0 0.600 o 300

1.001 8.505 0.034 250.0 0.029 0.00 0.0 0.600 o 3001.002 20.924 0.084 250.0 0.037 0.00 0.0 0.600 o 3001.003 22.818 0.091 250.0 0.082 0.00 0.0 0.600 o 225


PN Rain(mm/hr)

T.C.(mins)

US/IL(m)

Σ I.Area(ha)

Σ BaseFlow (l/s)

Foul(l/s)

Add Flow(l/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

1.000 50.00 4.59 14.400 0.108 0.0 0.0 0.0 0.99 70.0 14.6

2.000 50.00 4.61 14.400 0.151 0.0 0.0 0.0 0.99 70.0 20.4

1.001 50.00 4.75 14.255 0.287 0.0 0.0 0.0 0.99 70.0 38.91.002 50.00 5.11 14.221 0.325 0.0 0.0 0.0 0.99 70.0 44.01.003 50.00 4.46 14.137 0.000 2.0 0.0 0.0 0.82 32.7 2.0


Manhole Schedules for Storm


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert


PNPipes InInvert


Backdrop(mm)

19 16.550 2.150 Open Manhole 1200 1.000 14.400 30020 16.900 2.500 Open Manhole 1200 2.000 14.400 30021 16.200 1.945 Open Manhole 1200 1.001 14.255 300 1.000 14.261 300 6

2.000 14.255 30022 16.250 2.029 Open Manhole 1200 1.002 14.221 300 1.001 14.221 30023 16.200 2.063 Open Manhole 1200 1.003 14.137 225 1.002 14.137 300

16.000 1.954 Open Manhole 0 OUTFALL 1.003 14.046 225


PIPELINE SCHEDULES for Storm

Upstream Manhole


PN HydSect

Diam(mm)

MHName

C.Level(m)

I.Level(m)

D.Depth(m)

MHConnection

MH DIAM., L*W(mm)

1.000 o 300 19 16.550 14.400 1.850 Open Manhole 1200

2.000 o 300 20 16.900 14.400 2.200 Open Manhole 1200

1.001 o 300 21 16.200 14.255 1.645 Open Manhole 12001.002 o 300 22 16.250 14.221 1.729 Open Manhole 12001.003 o 225 23 16.200 14.137 1.838 Open Manhole 1200

Downstream Manhole

PN Length(m)

Slope(1:X)

MHName

C.Level(m)

I.Level(m)

D.Depth(m)

MHConnection

MH DIAM., L*W(mm)

1.000 34.854 250.0 21 16.200 14.261 1.639 Open Manhole 1200

2.000 36.258 250.0 21 16.200 14.255 1.645 Open Manhole 1200

1.001 8.505 250.0 22 16.250 14.221 1.729 Open Manhole 12001.002 20.924 250.0 23 16.200 14.137 1.763 Open Manhole 12001.003 22.818 250.0 16.000 14.046 1.729 Open Manhole 0


Area Summary for Storm


PipeNumber

PIMPType

PIMPName

PIMP(%)

GrossArea (ha)

Imp.Area (ha)

Pipe Total(ha)

1.000 User - 100 0.108 0.108 0.1082.000 User - 100 0.151 0.151 0.1511.001 User - 100 0.029 0.029 0.0291.002 User - 100 0.037 0.037 0.0371.003 User - 100 0.082 0.082 0.082

Total Total Total0.407 0.407 0.407

Free Flowing Outfall Details for Storm

OutfallPipe Number

OutfallName

C. Level(m)

I. Level(m)

MinI. Level

(m)

D,L(mm)

W(mm)

1.003 16.000 14.046 14.000 0 0


Simulation Criteria for Storm


Volumetric Runoff Coeff 0.840 Additional Flow - % of Total Flow 10.000Areal Reduction Factor 1.000 MADD Factor * 10m³/ha Storage 2.000

Hot Start (mins) 0 Inlet Coeffiecient 1.000Hot Start Level (mm) 0 Flow per Person per Day (l/per/day) 0.000

Manhole Headloss Coeff (Global) 0.500 Run Time (mins) 5760Foul Sewage per hectare (l/s) 0.000 Output Interval (mins) 24

Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 1 Number of Storage Structures 1 Number of Real Time Controls 0

Synthetic Rainfall Details

Rainfall Model FSR Profile Type WinterReturn Period (years) 100 Cv (Summer) 0.750

Region Scotland and Ireland Cv (Winter) 0.840M5-60 (mm) 15.000 Storm Duration (mins) 2880

Ratio R 0.300


Online Controls for Storm





0.200 2.0000 1.400 2.0000 2.600 2.0000 3.800 2.0000 5.000 2.00000.400 2.0000 1.600 2.0000 2.800 2.0000 4.000 2.0000 5.200 2.00000.600 2.0000 1.800 2.0000 3.000 2.0000 4.200 2.0000 5.400 2.00000.800 2.0000 2.000 2.0000 3.200 2.0000 4.400 2.0000 5.600 2.00001.000 2.0000 2.200 2.0000 3.400 2.0000 4.600 2.0000 5.800 2.00001.200 2.0000 2.400 2.0000 3.600 2.0000 4.800 2.0000 6.000 2.0000


Storage Structures for Storm





0.000 88.8 0.600 88.8 1.200 88.8 1.800 0.0 2.400 0.00.100 88.8 0.700 88.8 1.300 88.8 1.900 0.0 2.500 0.00.200 88.8 0.800 88.8 1.400 88.8 2.000 0.00.300 88.8 0.900 88.8 1.500 88.8 2.100 0.00.400 88.8 1.000 88.8 1.600 88.8 2.200 0.00.500 88.8 1.100 88.8 1.700 88.8 2.300 0.0





DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


1.000 19 14.810 0.110 0.000 0.51 0.0 33.1 SURCHARGED2.000 20 14.838 0.138 0.000 0.74 0.0 47.5 SURCHARGED1.001 21 14.770 0.215 0.000 1.68 0.0 89.0 SURCHARGED1.002 22 14.710 0.189 0.000 1.61 0.0 98.5 SURCHARGED1.003 23 14.705 0.343 0.000 0.07 0.0 2.0 SURCHARGED





DTS Status ON

PNUS/MHName

WaterLevel(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)




Appendix F:

CS Consulting Drawing R067/SK016 – Attenuation Basin

A A

B B

Drn. By Chkd. By

Aprvd by

Date

Drn by

Title

Scale

Chkd by

Dwg. No. Revision

Project

Rev. No.REVISION NOTE

Date

CertifiedNSAI

Quality I.S. EN ISO 9001:2008Environment I.S. EN ISO 14001:2004Energy I.S. EN ISO 50001:2011Health & Safety OHSAS 18001:2007

T: +353 (0)1 5480863 F: +353 (0)1 9011355

19-22 Dame Street, Dublin 2.

e: [email protected]

w: www.csconsulting.ie

CS Consulting Group

Head Office

DUBLIN | LONDON | LIMERICK

Architect

Richmond Homes

Rush Site

Indicative Section Through

Attenuation Basin

DD RFM OS

April 2019 AS SHOWN @ A3

R067-SK016

DO NOT SCALE THIS DRAWING. Use figured dimensions only.

permission as copyright holder except as agreed

No part of this document may be reproduced or transmitted in any

This drawing to be read in conjunction with all other Architectural and Engineering

drawings and all other relevant drawings and Specifications.

form or stored in any retrieval system of any nature without the written

for use on the project for which the document was originally issued.

2.

4.

3.

For setting out refer to Architect's drawings.

NOTES

1.

Ordnance Survey Ireland Licence Number EN 00740195.

DRAFT FOR INFORMATION PURPOSES ONLY

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IL:13.570m

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375mm PERFORATED PIPE

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1:4 SIDE SLOPES

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PERFORATED MANHOLE CHAMBER

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1:4 SIDE SLOPES

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OPEN GRATED MANHOLE LID

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OPEN GRATED MANHOLE LID

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PERFORATED MANHOLE CHAMBER

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PIPE TO HYDROBRAKE CHAMBER

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ATTENUATION BASIN

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STONE WITH 0.35 POROSITY

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SECTION A-A (INDICATIVE SECTION THROUGH ATTENUATION BASIN) SCALE 1:125

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1:100 YEAR ABOVE GROUND

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1:30 YEAR BELOW GROUND

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TWL:14.070m

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GL:14.700m

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GL:15.700m

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VARIES

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VARIES

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GL:14.300m

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LOW POINT

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2.130m BELOW SURROUNDING ROADS

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16.000

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FFL.G

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16.775

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FFL.G

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16.450

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FFL.G

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16.450

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FFL.G

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16.225

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FFL.G

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16.225

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FFL.G

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14.500

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FFL.G

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14.500

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FFL.G

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14.500

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FFL.G

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14.600

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FFL.G

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14.600

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FFL.G

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14.600

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FFL.G

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14.600

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FFL.G

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14.600

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FFL.G

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14.600

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FFL.G

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14.600

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FFL.G

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FENCE

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14.137

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FENCE

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14.330

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POWER POLE

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14.263

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21.809

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EAVE

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19.056

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EAVE

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19.062

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FENCE

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16.632

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FENCE

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16.882

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WALL

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16.850

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FENCE

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14.247

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FENCE

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14.348

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FENCE

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14.568

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POWER POLE

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15.055

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POWER POLE

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15.938

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FENCE

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16.346

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FENCE

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16.384

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POWER POLE

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16.382

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FENCE

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16.380

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POWER POLE

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16.555

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17.500

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17.500

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16.000

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16.500

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17.000

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18.000

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18.000

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18.500

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18.500

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19.000

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19.000

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15.000

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14.500

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15.500

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16.000

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16.000

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15.000

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14.500

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15.500

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16.000

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16.500

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17.000

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18.000

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17.500

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SWMH2 CL:16.280 IL:14.829

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SWMH4 CL:15.700 IL:13.500 BD1:14.427 BD2:14.418

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SWMH7 CL:16.220 IL:14.480

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SWMH3 CL:16.065 IL:14.640

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SWMH8 CL:15.200 IL:13.700

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SWMH5 CL:15.500 IL:12.700

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300mm SW SEWER @ 1:100 (PN 1.001)

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375mm SW SEWER @ 1:100 (PN 1.002)

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450mm SW SEWER @ 1:250 (PN 1.003)

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300mm SW SEWER @ 1:300 (PN 1.004)

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300mm SW SEWER @ 1:100 (PN 2.000)

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225mm SW SEWER @ 1:61 (PN 3.001)

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225mm SW SEWER @ 1:55 (PN 3.002)

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375mm SW SEWER @ 1:300 (PN 3.003)

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BD1

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BD2

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RG

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RG

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RG

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RG

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RG

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RG

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RG

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RG

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RG

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RG

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RG

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RG

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RG

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RG

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RG

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RG

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HYDROBRAKE MANHOLE LIMITING FLOW TO 2.5L/SEC SWMH12 CL:14.700 IL:12.332

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WB

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WB

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IFT

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IFT

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IFT

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IFT

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IFT

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SWMH11 CL:14.200 IL:12.794

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BOTTOM BANK OF BASIN = 13.570m

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TWL = 14.070m

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TOP OF BANK( LEVEL VARIES)

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TOP OF BANK( LEVEL VARIES)

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BOTTOM BANK OF BASIN = 13.570m

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TWL = 14.070m

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SWMH12A CL:13.500 IL:12.470

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SWMH12B CL:13.500 IL:12.662

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375mm PERFORATED PIPE

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OPEN GRATED MH WITH PERFORATED CHAMBERS

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OPEN GRATED MH WITH PERFORATED CHAMBERS

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LARGE PROPORTION OF PUBLIC OPEN SPACE IS AT A SLOPE OF 1:4

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MAJORITY OF PUBLIC OPEN SPACE DESIGNED TO STORE WATER ABOVE THE SURFACE IN 1:100 YEAR STORM

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N

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PLAN OF ATTENUATION BASIN SCALE 1:500


Appendix G:

Confirmation of Feasibility Letter – Irish Water

The Skerries Road Partnership Ciaran Shields C/o Cs Consulting Gessica Silva

19-22 Dame Street,

Co Dublin

Dear Sir/Madam,

Re: Customer Reference No 9855803726

Yours sincerely,

Maria O’Dwyer

Connections and Developer Services

If you have any further questions, please contact Marina Byrne from the design team on 018925991 or email

[email protected]. For further information, visit www.water.ie/connections

A connection agreement can be applied for by completing the connection application form available at

www.water.ie/connections. Irish Water’s current charges for water and wastewater connections are set out in the Water

Charges Plan as approved by the Commission for Regulation of Utilities.

Irish Water notes that the scale of this development dictates that it is subject to the Strategic Housing Development

planning process. Therefore:

A. In advance of submitting your full application to An Bord Pleanala for assessment, you must have reviewed this

development with Irish Water and received a Statement of Design Acceptance in relation to the layout of water and

wastewater services.

B. 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 and appropriate

connection fee paid at a later date.

All infrastructure should be designed and installed in accordance with the Irish Water Codes of Practice and Standard

Details.

In the case of wastewater connections this assessment does not confirm that a gravity connection is achievable. Therefore

a suitably sized pumping station may be required to be installed on your site. All infrastructure should be designed and

installed in accordance with the Irish Water Code of Practice.

13 February 2019

Irish Water has reviewed your pre-connection enquiry in relation to water and wastewater connections at Lands, At

Rush, Co Dublin. Based upon the details that you have provided with your pre-connection enquiry and on the capacity

currently available in the network(s), 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(s) can be facilitated.

pre-connection enquiry - Subject to contract | Contract denied

[Connection for Strategic Housing Development of 200 no. domestic units]


Appendix H:

Foul Water Design Calculation

Cronin & Sutton Consulting Page 1

31a Westland Square R067-RUSH

Pearse Street Area A (Main Site)

Dublin 2 Foul Network

Date Aug' 2019 Designed by DD

File FOUL SITE A (MAIN SITE... Checked by

Micro Drainage Network W.12.6

FOUL SEWERAGE DESIGN

Design Criteria for Foul - Main



Industrial Flow (l/s/ha) 0.00 Add Flow / Climate Change (%) 10Industrial Peak Flow Factor 0.00 Minimum Backdrop Height (m) 0.000Flow Per Person (l/per/day) 150.00 Maximum Backdrop Height (m) 0.000

Persons per House 2.70 Min Design Depth for Optimisation (m) 0.000Domestic (l/s/ha) 0.00 Min Vel for Auto Design only (m/s) 0.75

Domestic Peak Flow Factor 6.00 Min Slope for Optimisation (1:X) 500


Network Design Table for Foul - Main

PN Length

(m)

Fall

(m)

Slope

(1:X)

Area

(ha)

Houses Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

F1.000 28.378 0.284 99.9 0.000 0 0.0 1.500 o 150F1.001 9.784 0.096 101.9 0.000 0 0.0 1.500 o 150F1.002 77.635 1.428 54.4 0.000 20 0.0 1.500 o 225

F2.000 21.403 0.276 77.5 0.000 1 0.0 1.500 o 150

F1.003 32.236 0.323 99.8 0.000 0 0.0 1.500 o 225

F3.000 11.046 0.074 149.3 0.000 1 0.0 1.500 o 150F3.001 12.916 0.086 150.2 0.000 2 0.0 1.500 o 150

F1.004 44.523 0.297 149.9 0.000 5 0.0 1.500 o 225F1.005 51.097 0.341 149.8 0.000 6 0.0 1.500 o 225

F4.000 65.510 1.089 60.2 0.000 11 0.0 1.500 o 150

F5.000 19.673 0.197 99.9 0.000 4 0.0 1.500 o 150

F4.001 53.714 0.362 148.4 0.000 7 0.0 1.500 o 225


PN US/IL

(m)

Σ Area

(ha)

Σ Base

Flow (l/s)

Σ Hse Add Flow

(l/s)

P.Dep

(mm)

P.Vel

(m/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

F1.000 16.080 0.000 0.0 0 0.0 0 0.00 0.88 15.5 0.0F1.001 15.796 0.000 0.0 0 0.0 0 0.00 0.87 15.3 0.0F1.002 15.700 0.000 0.0 20 0.1 16 0.49 1.56 62.0 0.6

F2.000 14.975 0.000 0.0 1 0.0 5 0.17 1.00 17.6 0.0

F1.003 14.272 0.000 0.0 21 0.1 19 0.40 1.15 45.7 0.6

F3.000 14.275 0.000 0.0 1 0.0 6 0.14 0.72 12.7 0.0F3.001 14.201 0.000 0.0 3 0.0 10 0.20 0.71 12.6 0.1

F1.004 13.949 0.000 0.0 29 0.1 24 0.39 0.94 37.2 0.9F1.005 13.652 0.000 0.0 35 0.1 27 0.41 0.94 37.2 1.1

F4.000 15.500 0.000 0.0 11 0.0 14 0.41 1.13 20.0 0.3

F5.000 14.600 0.000 0.0 4 0.0 10 0.25 0.88 15.5 0.1

F4.001 14.030 0.000 0.0 22 0.1 21 0.35 0.94 37.4 0.7










PN Length

(m)

Fall

(m)

Slope

(1:X)

Area

(ha)

Houses Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

F4.002 45.058 0.447 100.8 0.000 4 0.0 1.500 o 225

F6.000 84.708 1.242 68.2 0.000 14 0.0 1.500 o 225F6.001 66.012 1.056 62.5 0.000 11 0.0 1.500 o 225

F4.003 48.518 0.305 159.1 0.000 4 0.0 1.500 o 225

F1.006 79.977 1.000 80.0 0.000 12 0.0 1.500 o 225F1.007 79.410 0.529 150.1 0.000 15 0.0 1.500 o 225F1.008 26.528 0.177 149.9 0.000 0 0.0 1.500 o 225F1.009 22.166 0.148 149.8 0.000 0 0.0 1.500 o 225


PN US/IL

(m)

Σ Area

(ha)

Σ Base

Flow (l/s)

Σ Hse Add Flow

(l/s)

P.Dep

(mm)

P.Vel

(m/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

F4.002 13.668 0.000 0.0 26 0.1 21 0.43 1.14 45.5 0.8

F6.000 15.500 0.000 0.0 14 0.0 14 0.40 1.39 55.3 0.4F6.001 14.258 0.000 0.0 25 0.1 18 0.50 1.45 57.8 0.8

F4.003 13.188 0.000 0.0 55 0.2 33 0.46 0.91 36.1 1.7

F1.006 12.883 0.000 0.0 102 0.3 38 0.71 1.28 51.1 3.2F1.007 11.883 0.000 0.0 117 0.3 47 0.59 0.94 37.2 3.6F1.008 11.354 0.000 0.0 117 0.3 47 0.59 0.94 37.2 3.6F1.009 11.177 0.000 0.0 117 0.3 47 0.59 0.94 37.3 3.6








Manhole Schedules for Foul - Main


MH

Name

MH

CL (m)

MH

Depth

(m)

MH

Connection

MH

Diam.,L*W

(mm)

PN

Pipe Out

Invert

Level (m)

Diameter

(mm)

PN

Pipes In

Invert

Level (m)

Diameter

(mm)

Backdrop

(mm)

FFWMH1A 17.710 1.630 Open Manhole 1050 F1.000 16.080 150

FFWMH1B 17.500 1.704 Open Manhole 1200 F1.001 15.796 150 F1.000 15.796 150

FFWMH1 17.350 1.650 Open Manhole 1050 F1.002 15.700 225 F1.001 15.700 150



F2.000 14.699 150 352


FFWMH3B 15.700 1.499 Open Manhole 1050 F3.001 14.201 150 F3.000 14.201 150


F3.001 14.115 150 91


FFWMH5 17.300 1.800 Open Manhole 1200 F4.000 15.500 150


FFWMH7 16.220 2.190 Open Manhole 1200 F4.001 14.030 225 F4.000 14.411 150 306

F5.000 14.403 150 298





F6.001 13.202 225 14


F4.003 12.883 225




F 12.940 1.911 Open Manhole 0 OUTFALL F1.009 11.029 225








PIPELINE SCHEDULES for Foul - Main

Upstream Manhole


PN Hyd

Sect

Diam

(mm)

MH

Name

C.Level

(m)

I.Level

(m)

D.Depth

(m)

MH

Connection

MH DIAM., L*W

(mm)

F1.000 o 150 FFWMH1A 17.710 16.080 1.480 Open Manhole 1050F1.001 o 150 FFWMH1B 17.500 15.796 1.554 Open Manhole 1200F1.002 o 225 FFWMH1 17.350 15.700 1.425 Open Manhole 1050

F2.000 o 150 FFWMH2A 16.400 14.975 1.275 Open Manhole 1050

F1.003 o 225 FFWMH2 16.200 14.272 1.703 Open Manhole 1200

F3.000 o 150 FFWMH3A 15.700 14.275 1.275 Open Manhole 1050F3.001 o 150 FFWMH3B 15.700 14.201 1.349 Open Manhole 1050

F1.004 o 225 FFWMH3 15.700 13.949 1.526 Open Manhole 1200F1.005 o 225 FFWMH4 15.232 13.652 1.355 Open Manhole 1050






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)

F1.000 28.378 99.9 FFWMH1B 17.500 15.796 1.554 Open Manhole 1200F1.001 9.784 101.9 FFWMH1 17.350 15.700 1.500 Open Manhole 1050F1.002 77.635 54.4 FFWMH2 16.200 14.272 1.703 Open Manhole 1200

F2.000 21.403 77.5 FFWMH2 16.200 14.699 1.351 Open Manhole 1200


F3.000 11.046 149.3 FFWMH3B 15.700 14.201 1.349 Open Manhole 1050F3.001 12.916 150.2 FFWMH3 15.700 14.115 1.435 Open Manhole 1200

F1.004 44.523 149.9 FFWMH4 15.232 13.652 1.355 Open Manhole 1050F1.005 51.097 149.8 FFWMH12 14.700 13.311 1.164 Open Manhole 1200














Upstream Manhole


PN Hyd

Sect

Diam

(mm)

MH

Name

C.Level

(m)

I.Level

(m)

D.Depth

(m)

MH

Connection

MH DIAM., L*W

(mm)

F1.006 o 225 FFWMH12 14.700 12.883 1.592 Open Manhole 1200F1.007 o 225 FFWMH13 14.000 11.883 1.892 Open Manhole 1200F1.008 o 225 FFWMH14 13.400 11.354 1.821 Open Manhole 1200F1.009 o 225 FFWMH15 13.100 11.177 1.698 Open Manhole 1200

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)

F1.006 79.977 80.0 FFWMH13 14.000 11.883 1.892 Open Manhole 1200F1.007 79.410 150.1 FFWMH14 13.400 11.354 1.821 Open Manhole 1200F1.008 26.528 149.9 FFWMH15 13.100 11.177 1.698 Open Manhole 1200F1.009 22.166 149.8 F 12.940 11.029 1.686 Open Manhole 0

Surcharged Outfall Details for Foul - Main

Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

F1.009 F 12.940 11.029 10.970 0 0

Input Hydrograph Type: User Defined

No Input Hydrograph data used for analysis due to offset specified.



Pearse Street Foul Network

Dublin 2 Site B (Pocket Site North)


File FOUL SITE B (POCKET SI... Checked by


FOUL SEWERAGE DESIGN

Design Criteria for Foul - Main



Industrial Flow (l/s/ha) 0.00 Add Flow / Climate Change (%) 0Industrial Peak Flow Factor 0.00 Minimum Backdrop Height (m) 0.000Flow Per Person (l/per/day) 150.00 Maximum Backdrop Height (m) 0.000

Persons per House 2.70 Min Design Depth for Optimisation (m) 0.000Domestic (l/s/ha) 0.00 Min Vel for Auto Design only (m/s) 0.75

Domestic Peak Flow Factor 6.00 Min Slope for Optimisation (1:X) 500

Designed with Level Soffits


PN Length

(m)

Fall

(m)

Slope

(1:X)

Area

(ha)

Houses Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

F1.000 31.232 0.208 150.2 0.000 12 0.0 1.500 o 225

F2.000 35.857 0.239 150.0 0.000 24 0.0 1.500 o 225

F1.001 32.756 0.218 150.3 0.000 12 0.0 1.500 o 225F1.002 8.132 0.054 150.6 0.000 0 0.0 1.500 o 225F1.003 20.245 0.135 150.0 0.000 0 0.0 1.500 o 225F1.004 9.581 0.064 149.7 0.000 0 0.0 1.500 o 225


PN US/IL

(m)

Σ Area

(ha)

Σ Base

Flow (l/s)

Σ Hse Add Flow

(l/s)

P.Dep

(mm)

P.Vel

(m/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

F1.000 15.326 0.000 0.0 12 0.0 16 0.28 0.94 37.2 0.3

F2.000 15.357 0.000 0.0 24 0.0 21 0.35 0.94 37.2 0.7

F1.001 15.118 0.000 0.0 48 0.0 29 0.44 0.94 37.2 1.4F1.002 14.900 0.000 0.0 48 0.0 29 0.44 0.93 37.2 1.4F1.003 14.846 0.000 0.0 48 0.0 29 0.44 0.94 37.2 1.4F1.004 14.711 0.000 0.0 48 0.0 29 0.44 0.94 37.3 1.4








Manhole Schedules for Foul - Main


MH

Name

MH

CL (m)

MH

Depth

(m)

MH

Connection

MH

Diam.,L*W

(mm)

PN

Pipe Out

Invert

Level (m)

Diameter

(mm)

PN

Pipes In

Invert

Level (m)

Diameter

(mm)

Backdrop

(mm)

FFMHA.1 16.550 1.224 Open Manhole 1050 F1.000 15.326 225

FFMHA.2 16.900 1.543 Open Manhole 1050 F2.000 15.357 225

FFMHA.3 16.200 1.082 Open Manhole 1050 F1.001 15.118 225 F1.000 15.118 225

F2.000 15.118 225




F 15.730 1.083 Open Manhole 0 OUTFALL F1.004 14.647 225









Upstream Manhole


PN Hyd

Sect

Diam

(mm)

MH

Name

C.Level

(m)

I.Level

(m)

D.Depth

(m)

MH

Connection

MH DIAM., L*W

(mm)

F1.000 o 225 FFMHA.1 16.550 15.326 0.999 Open Manhole 1050

F2.000 o 225 FFMHA.2 16.900 15.357 1.318 Open Manhole 1050

F1.001 o 225 FFMHA.3 16.200 15.118 0.857 Open Manhole 1050F1.002 o 225 FFMHA.4 16.250 14.900 1.125 Open Manhole 1050F1.003 o 225 FFMHA.5 16.200 14.846 1.129 Open Manhole 1050F1.004 o 225 FFMHA.6 16.000 14.711 1.064 Open Manhole 1050

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)

F1.000 31.232 150.2 FFMHA.3 16.200 15.118 0.857 Open Manhole 1050

F2.000 35.857 150.0 FFMHA.3 16.200 15.118 0.857 Open Manhole 1050

F1.001 32.756 150.3 FFMHA.4 16.250 14.900 1.125 Open Manhole 1050F1.002 8.132 150.6 FFMHA.5 16.200 14.846 1.129 Open Manhole 1050F1.003 20.245 150.0 FFMHA.6 16.000 14.711 1.064 Open Manhole 1050F1.004 9.581 149.7 F 15.730 14.647 0.858 Open Manhole 0

Surcharged Outfall Details for Foul - Main

Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

F1.004 F 15.730 14.647 13.730 0 0

Input Hydrograph Type: User Defined

No Input Hydrograph data used for analysis due to offset specified.