200036-DBFL-CS-ST-RP-C-3001 IDR - Parkside 5b

November 2021

Project

Proposed Residential Development,

Parkside Phase 5B at Belmayne, Dublin 13

Report Title

Infrastructure Design Report

Client

Cairn Homes Properties Ltd.


Infrastructure Design Report November 2021

DBFL Consulting Engineers 200036-DBFL-CS-ST-RP-C-3001 IDR i

Job Title: Parkside Phase 5B at Belmayne, Dublin 13

Job Number: 200036

Report Title: Infrastructure Design Report

Report Reference: 200036-DBFL-CS-ST-RP-C-3001 IDR

Author: Conor O’ Loughlin

Approved by: Noel Gorman

Date: November 2021

Distribution: Client: Cairn home properties Ltd.

MCORM Architects

Dublin City Council

File

DBFL Consulting Engineers

Ormond House

Upper Ormond Quay

Dublin 7

Tel 01 4004000

Fax 01 4004050

Email [email protected]

Web www.dbfl.ie

Revision Issue Date Description Prepared Reviewed Approved

- 10/12/2020 Draft COL NCG DJR

P1 16/12/2020 SHD Stage 2 COL NCG DJR

P2 06/10/2021 Draft SHD Stage 3 COL NCG DJR

P3 08/11/2021 SHD Stage 3 COL NCG DJR

http://www.dbfl.ie/



DBFL Consulting Engineers 200036-DBFL-CS-ST-RP-C-3001 IDR ii

TABLE OF CONTENTS

1.0 INTRODUCTION .................................................................................... 1

1.1 Background ................................................................................................................ 1

1.2 Location & Topography .............................................................................................. 1

1.3 Existing Site ................................................................................................................ 2

1.4 Existing Ground Conditions ........................................................................................ 4

1.5 Proposed Development .............................................................................................. 5

2.0 FLOOD RISK .......................................................................................... 6

3.0 SITE ACCESS AND ROAD LAYOUT .................................................... 7

3.1 Existing Access .......................................................................................................... 7

3.2 Belmayne Main Street ................................................................................................ 7

3.3 Proposed Greenlink ................................................................................................... 7

3.4 Proposed Roads and Access ..................................................................................... 8

3.5 Pavement Design Standards ..................................................................................... 8

3.6 Cyclist and Pedestrian Connectivity ........................................................................... 8

3.7 Vehicle Tracking ......................................................................................................... 9

3.8 Quality Audit ............................................................................................................... 9

3.9 Traffic & Transportation .............................................................................................. 9

4.0 EXISTING SERVICES AND UTILITIES ................................................ 10

4.1 General ..................................................................................................................... 10

4.2 Surface Water Drainage ........................................................................................... 10

4.3 Foul Sewer ............................................................................................................... 13

4.4 Water Supply ............................................................................................................ 13

5.0 PROPOSED SURFACE WATER DRAINAGE ..................................... 15

5.1 Surface Water Policy ................................................................................................ 15

5.2 General Surface Water Design ................................................................................ 15

5.3 Surface Water Strategy ............................................................................................ 16

5.4 Design Standards ..................................................................................................... 23

5.5 Climate Change........................................................................................................ 24

5.6 Flooding Provision .................................................................................................... 24

5.7 Surface Water Quality Impact .................................................................................. 24

5.8 Maintenance ............................................................................................................. 25

5.9 Interception ............................................................................................................... 25

6.0 PROPOSED FOUL DRAINAGE ........................................................... 26

6.1 Proposed Foul Layout .............................................................................................. 26



DBFL Consulting Engineers 200036-DBFL-CS-ST-RP-C-3001 IDR iii

6.2 Design Calculations ................................................................................................. 26

6.3 Compliance with Irish Water Standards ................................................................... 27

7.0 WATER SUPPLY AND DISTRIBUTION .............................................. 28

7.1 Proposed Water main and Supply ........................................................................... 28

7.2 Hydrants ................................................................................................................... 28

7.3 Design Calculations ................................................................................................. 28

7.4 Compliance with Irish Water Standards ................................................................... 29



DBFL Consulting Engineers 200036-DBFL-CS-ST-RP-C-3001 IDR iv

APPENDICES

Appendix A . QUALITY AUDIT

Appendix B . STORMWATER ATTENUATION CALCULATIONS

Appendix C . STORMWATER NETWORK CALCULATIONS

Appendix D . FOUL SEWER CALCULATIONS

Appendix E . CONFIRMATION OF FEASABILITY

Appendix F . IRISH WATER STATEMENT OF DESIGN ACCEPTANCE



DBFL Consulting Engineers 200036-DBFL-CS-ST-RP-C-3001 IDR 1

1.0 INTRODUCTION

1.1 Background

DBFL have been commissioned to prepare an Infrastructure Design Report to

accompany a planning application for a proposed residential development at Parkside,

Dublin 13. The proposed development site is located within the Clongriffin – Belmayne

Local Area Plan and is approximately 8km north-east of the City Centre

1.2 Location & Topography

The proposed development site is located south and west of Belmayne Educate Together

National School and is bounded by existing residential developments to the north and

east. The New Priory development is located to the east and Belmayne Avenue is located

to the west of the site. The proposed Belmayne Main Street Road Scheme forms the

southern boundary to the subject site. The site is approximately 4.03Ha.

Generally, the site is relatively flat with a consistent gradual fall from south west to north

east. The existing topography levels range from 20.5m AOD in the western area of the

site to 18.0m AOD in the north eastern area of the site. The levels of existing road

infrastructure surrounding the site dictate the proposed building levels at the periphery of

the site.

The topographical survey has been included as a background to the roads and site

services drawings.




Site Boundary

Figure 1.1 Site Location (Site Boundary Indicative Only)

1.3 Existing Site

The subject site forms part of the previously approved and partially constructed Belmayne

Mixed Use Development. Planning permission was obtained for the overall Belmayne

Lands under the permissions outlined below.

Dublin City Council Ref An Bord Pleanala Ref

Phase 1 0354-02 PL 29N.131019

Phases 2 to 5 4315-03 PL 29N.207192

Table 1 – Planning History

The site is generally greenfield at present with partial topsoil stripping having occurred

for adjacent development. Existing enabling infrastructure has been constructed as part




of the overall Belmayne Infrastructure Works (Circa 2005 to 2008) and as part of

Parkside Phase 1 to 5A (Circa 2015 to present).

An existing partially constructed basement is located within the subject site which was

associated with a previously unfinished development. Refer to Figure 1.2 below for

aerial imagery from 2009 which shows the extent of the basement. The basement has

been subsequently backfilled. It is proposed to remove the existing basement

construction as part of the proposed development. Refer to drawing number 200036-

DBFL-RD-ST-DR-C-5203 for extents of existing basement. It should be noted that the

proposed Block 01 basement typically aligns with the existing basement extents

therefore the same excavation will be utilised after removal of the basement.

As part of the planning approval process for the above, all matters relating to

infrastructure provision have generally been resolved and as noted in section B, sub

section 14.0 infrastructure and service strategy of the Local Area Plan (LAP) a

Masterplan Layout for foul, surface water and watermain layouts was agreed for the

overall Belmayne Development Lands.

This application generally includes the masterplan layout for all services as previously

approved.

Figure 1.2 Existing Basement (Aerial Imagery from Google earth - 2009)




1.4 Existing Ground Conditions

A Ground Investigation contract for the proposed development was carried out on the

subject site between June and August 2020 to establish the underlying ground conditions.

The following scope of work within the subject site included.

• 13 No. Trial Pits to a maximum depth of 3,00m BGL

• 4 No. Slit Trenches to determine basement extent.

• 3 No. Soakaways to determine a soil infiltration value to BRE digest 365

• 10 No. Window samples Boreholes to recover soil samples.

• 9 No. Dynamic probes to determine soil strength/density characteristics.

• 13 No. Cable Percussion boreholes to a maximum depth of 13.00m BGL

• 3 No. Rotary core boreholes to a maximum depth 19m BGL

• 13 No. Insitu Plate bearing Tests to determine soil CBR

• Installation of 3 No. Groundwater monitoring wells

• Geotechnical & Environmental Laboratory testing

The Ground Investigation report carried out by Ground Investigation Ireland summarizes

the ground conditions of the site as follows. Maximum of 0.35m thick topsoil overlaying;

Made ground layer encountered beneath topsoil or from the surface and present to

depths of between 0.6m and 2.3m below ground level overlying. Cohesive Deposits,

generally described as clay, were encountered beneath Made Ground or Topsoil. The

secondary sand and gravel constituents varied across the site with depth, with granular

lenses occasionally present in the glacial till matrix. The strength of the cohesive deposits

typically increased with depth and was firm to stiff or stiff below the made ground or 2m

below ground level (BGL) in the majority of the exploratory holes. These deposits had

some, occasional or frequent cobble and boulder content where noted on the exploratory

hole logs. The granular deposits were encountered within the cohesive deposits and were

typically described as brown clayey gravelly fine to coarse Sand or Brown clayey very

gravelly fine to coarse Gravel. Bedrock: The rotary core boreholes recovered medium

strong to very strong grey/dark grey fine grained thinly laminated fossiliferous

LIMESTONE interbedded. The depth of rock varies from a minimum of 2.0M BGL to

maximum of 15.0M BGL. The site investigation discovered bedrock in the north western

corner and in the south eastern portion of the site and show rock level to be between 2m

and 2.5m BGL.




1.5 Proposed Development

The proposed development will comprise the demolition of the existing structures on site

and the construction of a mixed-use development comprising 730 residential units, a

creche, and retail units. The buildings will range in height from 1 to 9 storeys. The

development will provide a mix of studios, 1 bed apartments, 2 bed (3 person and 4

person) apartments, and 3 bed apartments, as well as two and three bed duplex

apartments. All associated site development works, vehicular accesses, landscaping,

boundary treatments, green way, new public plaza, car and cycle parking, bin stores,

substations and service provision. A full description is in the statutory notices.




2.0 Flood Risk

A separate Site-Specific Flood Risk Assessment has been prepared as part of this planning

application (refer to DBFL Report No. 200036-DBFLSW-ST-RP-C-3002 SSFRA).

This flood risk assessment has been undertaken by reviewing information from the Office

of Public Works (OPW) National Flood Hazard Mapping (www.floods.ie) and the Eastern

CFRAM Study and has been carried out in accordance with the OPW’s Guidelines for

Planning Authorities – The Planning System and Flood Risk Management (November

2009).




3.0 SITE ACCESS AND ROAD LAYOUT

3.1 Existing Access

The proposed site is currently accessed from the partially constructed Belmayne Main

Street to the south for construction related access to previous phases of the development.

3.2 Belmayne Main Street

Dublin City Council obtained Part VIII Planning Permission in 2019 for the construction of

Belmayne Main Street between the Malahide Road and New Priory. The section of the

scheme along the southern boundary to the subject site includes the following:

• A bus lane in each direction which will form part of the proposed Clongriffin to

City Centre Bus Corridor (CBC 1).

• One traffic lane in both directions.

• Dedicated cycle facilities on both sides of the road.

• A central median island with proposed landscaping.

• Minimum 2m wide footpaths on both sides of the street.

• A signalised junction at the eastern entrance to the subject site.

• A “left in / left out” junction at the western entrance to the subject site.

• A bus stop located on the northern side of the road adjacent to the subject site.

The layout of the Belmayne Main Street scheme is shown on drawing number 200036-

DBFL-RD-ST-DR-C-1201 Proposed Roads Layout Sheet 1. Dublin City Council have

confirmed that construction works are due to commence in October 2021 and the road is

expected to be open to traffic by the end of 2022.

3.3 Proposed Greenlink

The final section of the greenlink between Belmayne Avenue and Hole in the Wall Road

is proposed along the centre of the of the subject site between apartment block 5 and

block 1. The layout of the greenlink has been agreed with Dublin City Council under reg

ref. 3486/17 (Phase 2C) and 3791/18 (Phase 5A) and this cross section and boundary

treatment will continue through Phase 5B. No additional vehicular crossings of the

greenlink are proposed as part of this development. The greenlink will terminate at a

public plaza adjacent to Belmayne Avenue. Refer to the Landscape Architect Drawings

for further details.




3.4 Proposed Roads and Access

The main vehicular access to the subject site will be provided from a signalised junction

from the proposed Belmayne Main Street Road Scheme. A secondary access in the form

of a “left-in / left out” junction will also be provided from Belmayne Main Street. The

proposed site can also be accessed via existing development to the north and east from

the existing Parkside development. No additional vehicular crossings of the greenlink are

proposed as part of this development.

The internal access roads are designed in accordance with the Design Manual for Urban

Roads and Streets. Refer to drawing 200036-DBFL-RD-ST-DR-C-1201 Proposed Roads

Layout for the proposed roads / street layout and design. In general, all internal roads are

between 5m and 6m in width, footpaths are generally 2m wide and a mixture of

perpendicular and parallel parking is provided. The proposed internal street hierarchy is

designed to encourage traffic calming together with a combination of road vertical and

horizontal deflections and forward sight visibility to reduce speeds. Design speed limits of

30km/hr are applied throughout the development as per Design Manual for Urban Roads

and Streets (DMURS). Refer to drawing number 200036-DBFL-TR-ST-DR-C-1010

Roads Hierarchy Plan for details of the proposed street hierarchy.

Apartment Blocks 1,2 and 5 will each have vehicular access via a ramp from internal

roads to basement level where parking will be provided. Apartment block 3, 4 and the

Duplex units will be served by surface level parking.

Pedestrian access to each block will be from the proposed footways (generally 2m wide)

through the development and pedestrian routes through courtyards. The proposed

greenlink will offer a shared access route for cyclists and pedestrians.

3.5 Pavement Design Standards

The main internal access roads are designed in accordance with the Design Manual for

Urban Roads and Streets (DMURS) and Local Authority requirements. Refer to drawing

(200036-DBFL-RD-ST-DR-C-5001 Typical Road Construction Details Sheet 1) for the

proposed road construction thicknesses based on an assumed existing ground

minimum design CBR of 3%. Actual CBRs and ground conditions will be confirmed by

detailed site investigations prior to construction.

3.6 Cyclist and Pedestrian Connectivity

Shared surfaces, cycle lanes and greenlinks aim to provide quality connections between

the proposed development and the recently constructed phases of the Parkside

Development, Clongriffin Train Station, Belmayne Town Centre, Fr. Collins Park and

future Belmayne Main Street Core Bus Corridor.




3.7 Vehicle Tracking

The proposed development has been tracked to show that the development’s proposed

turning heads will accommodate a refuse vehicle and fire tender vehicle as shown on

drawings 200036-DBFL-RD-ST-DR-C-1201 Proposed Roads Layout Sheet 1.

Emergency fire tender access to the green link will be controlled by removable bollards

to ensure no other vehicles can access the greenlink.

3.8 Quality Audit

An independent Quality Audit (including Road Safety Audit, Access Audit, Cycle Audit

and Walking Audit) has been undertaken by Bruton Consulting Engineers and no adverse

road safety or quality concerns have been raised for the subject site. All

recommendations from the Quality Audit have been incorporated into the design for the

subject site. A copy of the Quality Audit is provided in Appendix A.

3.9 Traffic & Transportation

A separate Traffic and Transportation Assessment has been prepared as part of this

application and is included in the overall planning pack, (refer to DBFL Report No.

200036-DBFL-XX-XX-RP-D-0004.




4.0 EXISTING SERVICES AND UTILITIES

4.1 General

A comprehensive topographical survey was carried out for the subject site and existing

drainage and utility records in the vicinity of the site obtained and surveyed in detail. A

summary of the existing main services is provided below.

4.2 Surface Water Drainage

The topography of the site generally slopes in a north easterly direction towards the

existing development and the Mayne River. As part of the enabling infrastructure works

and development under Phase 1 to 5A, existing surface water sewers were constructed

within and adjacent to the subject site. This infrastructure consists of 225mm to 900mm

diameter pipework which ultimately discharges to the Mayne River. Surface water spurs

have been constructed into the subject site to allow connection of the proposed

development to this network. It should be noted that Cairn Homes are in ownership of

the full network between the subject site and the outfall to the Mayne River.

There is an existing 375mm surface water sewer within the subject site (under Block 3)

which will be required to be diverted. The sewer has been recently partially diverted as

a 450mm surface water sewer under the construction of Phase 5A. The diverted sewer

will ultimately connect to Belmayne Main Street to provide a surface water outfall for

Belmayne Main Street and an attenuated outfall from Catchment F to the south of the

subject site. Refer to drawing 200036-DBFL-SW-ST-DR-C-4001 for catchment outlines.

The design of the drainage network for the Belmayne Main Street Road scheme has

accounted for a connection to the diverted sewer. Cairn Homes are in ownership of the

diverted sewer and the existing 375mm sewer to be removed from the subject site. See

Figure 4.1 below for visual representation of diversion. Existing services at the subject

site and surrounding area are shown on drawing no. 200036-DBFL-CS-ST-DR-C-1301

Proposed Drainage Layout Sheet 1.




Figure 4.1 sewer diversion

The attenuation system (Storage Zone C), has been constructed under reg ref 2941/14

to cater for catchment D2 see Figures 4.2 and 4.3 below for visual representation. This

catchment, which includes the subject site, is identified as D2 on drawing 200036-

DBFL-SW-ST-DR-C-4001 Overall Catchment Surface Water Attenuation Strategy with

the associated attenuation facility labelled as “Storage Zone C”. The facility consists of

an over ground detention basin, providing storage for storm events between the 1-in-30

and 1-in-100 year events, over an underground geocellular modular system to cater for

up to the 1-in-30 year event. In total, 2,600m3 of attenuation storage is provided by this

facility as detailed on drawing no. 200036-DBFL-CS-ST-DR-C-1301 Proposed




Drainage Layout Sheet 1 and 200036-DBFL-SW-ST-DR-C-5305 Existing Attenuation

Details (Catchment D2).

This attenuation facility outfalls to Catchment D1 and ultimately outfalls to the Mayne

River to the north of the Parkside Development.

Figure 4.2 Storage Zone C under construction under Reg Ref 2941/14




Figure 4.3 Storage Zone C Constructed with above ground detention basin under Reg

Ref 2941/14

4.3 Foul Sewer

As part of the development under Phase 1 to 5A, existing foul sewers were constructed

within the overall Parkside Development which ultimately outfall to the North Fringe

Sewer to the north of the subject site on Parkside Boulevard. The connection to the

North Fringe Sewer was installed as part of the enabling works for the subject lands in

2004 under the supervision of Dublin City Council.

4.1 Foul sewer spurs have been constructed into the subject site to allow connection of the

proposed development to the existing foul sewer network in Parkside Phase 5A. There

is an existing foul sewer within the existing road infrastructure surrounding apartment

Block 5. This infrastructure is currently used to serve Belmayne Educate Together

School.

4.4 Water Supply

Similar to the North Fringe Sewer, a 450mm diameter watermain was constructed under

Parkside Boulevard as part of the North Fringe enabling works. As part of the




development under Phase 1 to 5A, watermains were constructed within the overall

Parkside Development which are fed from the north fringe watermain. A 250mm

diameter spine main was constructed from north to south through the development

which will ultimately connect to a 315mm diameter watermain proposed as part of the

Dublin City Council Belmayne Main Street Road project.

Watermain spurs have been constructed into the subject site from the previous phases

of Parkside and the watermain spurs are proposed from the Dublin City Council

Belmayne Main Street Road project.




5.0 PROPOSED SURFACE WATER DRAINAGE

5.1 Surface Water Policy

The management of surface water for the proposed development has been designed

to comply with the policies and guidelines outlined in the Greater Dublin Strategic

Drainage Study (GDSDS) and with the requirements of Dublin City Council. The

guidelines require the following 4 main criteria to be provided by the design;

• Criterion 1: River Water Quality Protection – satisfied by providing interception

storage and treatment within the green roof, attenuation systems and green

podiums and garden.

• Criterion 2: River Regime Protection – satisfied by attenuating to greenfield run-off

rates.

• Criterion 3: Level of Service (flooding) for the site – satisfied by the development’s

surface water drainage design, planned flood routing, run-off contained within site,

flood storage and building set greater than 0.5m above the 100-year flood level.

• Criterion 4: River flood protection – attenuation volume and discharge limit designed

to greenfield run-off rates (long term storage not provided).

In order to comply with the local area plan (LAP) objectives for drainage the following

drainage design SUDS measures shall, where feasible, be incorporated into the

development in line with appropriate sustainable drainage practices: a) Infiltration

systems including infiltration trenches, infiltration basins, permeable paving,

landscaping, soak ways and green roofs. b) Filtration systems including swales, bio

retention systems and filter strips. c) Retention systems including retention swales. d)

Detention systems including underground tanks, underground attenuation, detention

basins and filter drawings. Section 5.3 below outline the proposed SUDS features in

greater detail.

5.2 General Surface Water Design

The subject site forms part of a wider catchment area and is subject to a surface water

catchment plan and attenuation strategy. This surface water catchment plan and

attenuation strategy was agreed with Dublin City Council under the planning application

for Parkside Phase 1 (planning reference 2941/14).

As noted in Section 4.0 above, the attenuation facility has been constructed for the

subject site under planning reference 2941/14 and surface water spurs have been

constructed into the subject site.




It is proposed to use a Sustainable Urban Drainage System (SUDS) approach to

stormwater management within the development in compliance with the requirements

of the GDSDS as described in the following sections of the report.

5.3 Surface Water Strategy

To meet the requirements of the surface water policy above, the surface water strategy

has been described in this section to give a clearer indication of how the design

development has progressed to the submitted design. To give a clearer understanding

of each SUDS element, and the different stages of the treatment train, the strategy has

been broken down to different levels, which include roof, podium, ground level and road

network. An overview of the different SUDS features incorporated within the

development proposals can be seen on 200036-DBFL-CS-ST-DR-C-1301 Proposed

Drainage Layout Sheet 1 and DBFL Drawing 20036-DBFL-SW-ST-DR-C-1321

Proposed Suds.

Roof Level and Terraces:

As the first part of the treatment train, the SuDS features have been designed to

prioritise interception and reduction of flow rates. The features that will be incorporated

into the design are:

• Green roof - this will be an extensive type green roof with 80mm minimum

construction depth. All necessary safety requirements will be designed and

constructed to ensure safe maintenance can occur. The green roof will provide

interception and reduction of flow rates at the beginning of the treatment train,

providing source control for a large area of the development. DBFL Drawing

20036-DBFL-SW-ST-DR-C-1321 Proposed Suds shows the extents of the

green roof. A minimum of 70% of the roof area is proposed to be green roof.

After surface water has passed through the green roof, this will pass through to

the surface water drainage network to the attenuation system.

• Planters will also be installed on the roof terraces locally acting to reduce run

off and allowing an element of interception to occur.

• The hardstanding of roof terraces will drain to the underlying free draining

aggregate and drainage board allowing the surface water to slowly percolate

through the build-up before being discharged to the open-bottomed attenuation

system.

• Impermeable roof areas will be sloped towards the green roof where possible

to infiltrate water runoff through the green roof build up before draining to the

attenuation system.




• Remaining roof areas such as plant areas will drain via a positive drainage

system to the below surface water network and open-bottomed attenuation

facility.

Podium Level (Ground Floor):

• The proposed podiums of the development will predominantly be green

landscaping which will act as a SUDs feature. Paved areas are provided for

pedestrian access. Generally, these paved areas will drain to the green

landscaping and where not possible will drain to slot drains which outfall to the

free draining aggregate and drainage board below. Refer to DBFL Drawing

20036-DBFL-SW-ST-DR-C-1321 Proposed Suds.

The green landscaped areas will constitute what is similar to an intensive green

roof build-up, allowing surface water run-off to slowly percolate through the

vegetation, planters and build-up medium reducing the flows through the

drainage network and also allowing vegetation to intercept run-off creating a

reduction in run-off volumes before discharging to the drainage board below.

• Paved areas will generally drain to the green areas or to slot drains which outfall

to the free draining aggregate and drainage board below allowing a reduction

in flows within the drainage network.

• Once the rainwater has filtered through the various build-up mediums and

drainage board, run-off will drain to gullies located at the structural slab level

and then conveyed to the below ground system via slung drainage.

• A typical drainage board and green podium is shown below.

Figure 5.1 Example of Green Podium




Figure 5.2 Example of Drainage Board on Green Podium

Ground Floor:

• The green areas surrounding the apartment blocks and podiums will be green

landscaped areas with no positive drainage to the surface water network. The

above source control SuDS measures being included within the design have

been co-ordinated into the landscape design to ensure the surface water

strategy is integral to the Landscape design. This has reduced the sites reliance

on attenuation tanks to reduce peak run-off flow rates. Although due to the

design storm event, and the need to incorporate climate change within the

design a certain volume is still required within an attenuation tank to satisfied

design requirements.

The incorporation of the above SUDS elements will provide a sustainable

manner in which to disperse surface water from the site and provide treatment

of run-off and subsequent improvement of discharge quality.

Roads and footpaths

• The roads and footpaths will utilise SUDS features where possible such as tree

pits and swales. Gully connections to tree pits will be utilised where possible

(high level SUDS). Surface water generated from the green link will be routed

to surface water swales to promote infiltration of surface water. 2 stages of

treatment are not possible in all locations due to taking in charge requirements

and as a result conventional drainage policy, consisting of gullies and 225mm

diameter pipes, has been adopted in some areas.




The impermeable areas contributing to the attenuation volume have the following

reduction factors applied:

Roof Level:

• Green roofs, the proposed build-up will be a mix of intensive and extensive type

with 80mm minimum construction depth. The soil build-up will primarily absorb

some of the initial run-off and once saturated will reduce the flow of run-off

through the green roof medium. Therefore, a reduction of volume and flow rate

will occur due to the presence of the green roof. Also, the green roof plant life

will absorb a percentage of the run-off, further reducing volume that will drain

to the surface water network. Therefore a 30% reduction factor has been

applied.

• Flat impermeable roof and roads, a 5% reduction of the surface area is applied

to take account of run-off not collected and stored within the micro and macro

texture of the surfacing (various sources recommend different reduction

coefficients e.g. IS EN752 recommends Runoff Coefficient (C for the Rational

Method) of 0.9 to 1.0 for impermeable areas and steeply sloping roofs. For flat

roofs it recommends 0.5 to 1.0 depending on area).

Podium Level & Ground Floor:

• Green areas over podium, a reduction factor of 50% has been applied. The

deep soil build-up, vegetation and planting will primarily absorb a substantial

amount of the initial run-off and once saturated will reduce the flow of run-off

through the green roof medium.

• Paved Areas on podium and terraces will generally drain to the green areas or

to slot drains which outfall to the free draining aggregate and drainage board

below allowing a reduction in flows within the drainage network. Rainfall will

‘wet’ the initial surface of the paving allowing water to be stored in the micro

and macrotexture of the surfacing and will be lost to evapotranspiration, as the

run-off drains through the drainage board it will also ‘wet’ giving another volume

reduction due to evapotranspiration and natural storage within the SuDS

feature. A reduction in velocity will also occur as the aggregate used will slow

the run-off at source, changing the input hydrograph which will ultimately reduce

the peak inflow for attenuation calculations. A reduction factor of 10% has been

applied for these reasons.




Roads and footpaths

• A reduction factor of 5% has been applied to calculate roads and footpaths

draining to gullies as some areas will benefit from swales and tree pits.

A summary of the gross and net impermeable areas used for the drainage calculations

based on the above strategy is summarized in Table 5.1 below. The contributing areas

from Belmayne Main Street and Parkside Phase 5A are also included at the end of the

table.

Table 5.1 Impermeable Areas Calculations

Surface Type Gross Area (m2) Runoff

Coefficient Net Area (m2)

Roofs Draining to Gullies 3212 0.95 3051

Green Roofs 11976 0.7 8383

Roads/footpaths 9683 0.95 9198

Paved Areas Over Podium 1700 0.9 1530

Green Areas Over Podium 2142 0.5 1071

Green areas 2716 0.15 692

Greenlink 1478 0.9 1330

Enclosed grassed areas 5313 0.0 00

Area of School access

road 1180 0.0 00

Area draining to Belmayne

Avenue 900 0.0 00

Total 40,300 (4.03 ha) N/A 25,255(2.52 ha)

Other Contributing Areas

to Attenuation System Gross area Net area




Belmayne Main Street 0.83 ha 0.7 ha

Phase 5A 2.68 ha 1.103 ha

Catchment F (South of

Main Street) Attenuated outflow of 5.4 l/s

Figure 5.3 Catchment D2, Storage Zone C (Indicative only)

5.4 Catchment plan and Attenuation

This section sets out the surface water catchment plan and attenuation strategy for the

wider catchment area to which the subject site belongs. This strategy was agreed with

Dublin City Council under the planning application for Parkside Phase 1 (planning

reference 2941/14).




The discharge of run-off from the site will be limited to 2 l/s/ha as per the conditions of

planning under the planning application 2941/14. The overall Parkside lands were sub-

divided into two sub-catchments, D1 and D2, as identified on drawing 200036-DBFL-

SW-ST-DR-C-4001 Overall Catchment Surface Water Attenuation Strategy.

Attenuation systems, Storage Zone B and Storage Zone C have been constructed for

catchment D1 and D2 respectively under planning reference 2941/14. Storage Zone C

has an existing hydrobrake manhole limiting flows to 21L/S. This is broken down into

15.6L/S for catchment D2 and an additional 5.4L/S to account for the flow from

catchment F.

Storage Zone C in the centre of the development, has been constructed under reg ref

2941/14 to cater for catchment D2. This catchment, which includes the subject site, is

identified as D2 on drawing 200036-DBFL-SW-ST-DR-C-4001 Overall Catchment

Surface Water Attenuation Strategy with the associated attenuation facility labelled as

“Storage Zone C”. The facility consists of an over ground detention basin, providing

storage for storm events between the 1-in-30 and 1-in-100 year events, over an

underground geocellular modular system to cater for up to the 1-in-30 year event. In

total, 2,600m3 of attenuation storage is provided by this facility as detailed on drawing

no. 200036-DBFL-CS-ST-DR-C-1301 Proposed Drainage Layout Sheet 1 and 200036-

DBFL-SW-ST-DR-C-5305 Existing Attenuation Details (Catchment D2).

Notwithstanding the above agreed strategy, DBFL have undertaken a review of

Attenuation Storage Zone C based on the updated impermeable areas for Phase 5B

within the overall D2 catchment. Belmayne Main Street and Parkside Phase 5A have

also been included in the calculation as per Table 5.1 above. Refer to Appendix A for

Microdrainage Model calculations which include the constructed storage facility and

hydrobrake arrangement. The calculations show that 2586m3 of attenuation is required

in the 100 year storm while 2600m3 is provided within the constructed system. It is not

anticipated that any future developments outside of the subject site will be connected

to storage Zone C as the subject site is the only undeveloped site within the D2

catchment. Any future developments would be required to provide separate attenuation

facilities as per the catchment plan shown on drawing number 200036-DBFL-SW-ST-

DR-C-4001.

See Appendix B for WINDES calculations.




5.4 Design Standards

Storm-water drainage has been designed in accordance with the Greater Dublin Code

of Practice for Drainage Works. The following design parameters are applicable to the

design:

• Time of entry: 4 minutes

• Pipe Friction (Ks): 0.6 mm

• Minimum Velocity: 1.0 m/s

• Standard Average Annual Rainfall: 745mm

• M5-60: 15.5mm

• Ratio r (M5-60/M5-2D): 0.27

• Attenuation Tank Storm Return Event GDSDS Volume 2, p61, Criterion 3

30 year no flooding on site.

100 year check no internal property

flooding. Flood routing plan. FFL

freeboard above 100-year flood level.

No flooding to adjacent areas.

• Climate Change

20% as required by DCC. (GDSDS

requires 10%) 20% has been used in

design.

Surface water sewers have been designed in accordance with IS EN 752 and the

recommendations of the ‘Greater Dublin Strategic Drainage Study’, (GDSDS).

The minimum pipe diameter for public surface water sewers is 225mm. Private drains

comprise of diameters from 100mm.

The surface water pipe networks have been modelled in Microdrainage and a copy of

the calculations are provided in Appendix B.




5.5 Climate Change

Surface water calculations for the development made use of rainfall values for the

Parkside Area as provided by Met Eireann. Rainfall intensities were increased by a

factor of 20% to take account of climate change, as required by Dublin City Council.

5.6 Flooding Provision

The surface water network is designed to accommodate a 100 year storm event and

includes climate change provision. For storms in excess of 100 years, the development

has been designed to provide an overland flood route from the development towards

the Mayne River. Further details of same are included in the Site Specific Flood Risk

Assessment which accompanies this application.

5.7 Surface Water Quality Impact

The type of development is low risk i.e. it does not present a high risk of run-off

contamination. The development’s design and layout further reduce the risk of

contaminants entering the surface water network as a high portion of the site coverage

will either be roof area or green / pedestrianised podium areas with a high portion of

vehicle parking provided within the basement. Run-off from roofs will have a first stage

of treatment by draining through green-roof medium which in turn drain to the open

bottom attenuation storage systems. Soft and hard landscaped podiums will drain via

their build-ups to a slung system which in turn also drain via the geo-cellular open

bottom attenuation storage systems which provide further secondary removal of

pollutants due to the geotextiles and filter stone. Each apartment block within the

development shall be drained via an outfall manhole to the regional Code of Practice

Purple book. An existing Class 1 Bypass Separator is provided on the outfall to the

Mayne River to the north of the development. The roads and footpaths will utilise SUDS

features where possible such as tree pits and swales. 2 stages of treatment are not

possible in all locations due to the taking in charge requirements as a result

conventional drainage policy, consisting of gullies and 225mm diameter pipes, has been

adopted in some areas.

In this way it is considered that the development provides treatment of collected run-off,

provides a SUDS treatment train approach and is low risk of pollutants. The proposed

surface water system has therefore been designed to incorporate SuDS techniques

which naturally reduce pollutants and improve water quality.




All incidental drainage from basement car parks is discharged separately via a Class 2

oil separator and pumped to the foul sewer network. The pumping station will be

alarmed and connected to the building management system to alert management

personnel if the pumps are running excessively or not working.

5.8 Maintenance

Regular maintenance of the attenuation facilities, hydrobrake and interceptors is

required in accordance with the manufacturer’s recommendations. They will also be

inspected after every major storm event, end of winter (April) – to collect winter debris,

mid-summer (July/August) – to collect dust, flower and grass-type deposits, and after

autumn leaf fall (November). A yearly inspection report will be forwarded to Dublin City

Council Maintenance Department including maintenance details of the hydrobrake,

smart manhole, interceptor and attenuation system.

5.9 Interception

The GDSDS recommends that no run-off should pass directly to a river for rainfall

depths of 5mm and up to 10mm if possible, i.e. interception. The development’s

drainage design allows for collection of a majority of the site’s run-off via SuDS features

e.g. green roofs, tree pits and landscaped podiums, providing interception at source. In

turn resulting runoff is conveyed to an open bottomed attenuation storage system which

remove pollutants and provide a level of further interception. This equates to 126m3 for

the subject site’s effective drained area of 2.51Ha. The proposed green roofs, existing

attenuation system, tree pits, blue podiums and swales provide in excess of 135m3 of

interception storage.




6.0 PROPOSED FOUL DRAINAGE

6.1 Proposed Foul Layout

It is proposed to outfall the subject site to the constructed foul sewer network in Phase

1 and 5A of the Parkside development. This foul outfall for the site has been approved

under the overall parent permission for the site, (reg ref 4315-03). This foul outfall

serving the overall Parkside Lands connects to the North Fringe Sewer to the north of

the subject site. The connection to the North Fringe Sewer was installed as part of the

enabling works for the overall lands in 2004 under the supervision of Dublin City

Council.

It is proposed to provide a new foul system comprising 225mm & 300mm diameter main

foul sewers to serve the subject site. Slung drainage will be provided within the

basements of block 1, 2 and 5 to serve the apartment blocks above.

Basement incidental car park drainage will be provided in each basement before

passing through a Class 2 Light Liquid Separator and pumped to the foul network as

required by GDSDS. The pumping station will be alarmed and connected to the building

management system to alert management personnel if the pumps are running

excessively or not working.

The proposed foul drainage network can be found on DBFL drawing 200036-DBFL-CS-

ST-DR-C-1301 Proposed Drainage Layout Sheet 1.

6.2 Design Calculations

Minimum gradients and pipe diameters for gravity collector and main sewers are

designed in accordance with the Building Regulations and Irish Water’s Code of

Practice for wastewater infrastructure and Standard Details for wastewater

infrastructure.

The sewer network is designed in accordance with the principles and methods set out

in Irish Water’s Code of Practice for Wastewater Infrastructure Connections and

Developer Services Design & Construction Requirements for Self-Lay Developments

July 2020, IS EN 752 (2008), IS EN12056: Part2 and Building Regulations Part H.

The foul sewer pipe networks have been modelled in Microdrainage and a copy of the

calculations are provided in Appendix D.

Foul sewer design criteria are as follows:

Pipe Roughness Coefficient 1.5 mm

Minimum Velocity 0.75 m/s (self-cleansing)

Maximum Velocity 2.5 m/s




Estimated peak foul loading generated by the proposed development is provided in

Table 6.1 below:

RESIDENTIAL - PREDICTED DEVELOPMENT FOUL FLOWS

Use Type No. of

Units/Area in m2

Occupancy Rate

Population (P)

Loading (G) (l/day/person)*

Daily Loading (PG)

(l/day)

Daily Loading

(l/s)

Residential 730 2.7

people/dwelling 1,971 150 295,650 3.42

Creche 525 1 person per

25m2 21 60 1,260 0.014

Retail 510 1 person per

18m2 28 25 700 0.0081

Daily Loading 297,610

Growth factor 1.00

Infiltration @ 10% (as CoP Appendix C - 1.2.4) 0.344

Dry Weather Flow (l/s) 3.786

Residential Peaking Factor (as CoP Appendix C ) 3.00

Design Foul Flow (l/s) 11.358

*Flow rates extracted from IW CoP for Wastewater Infrastructure - Appendix D

Table 6.1: Estimated Foul Loading for residential development

6.3 Compliance with Irish Water Standards

The proposed foul sewer design and layout is in accordance with the Irish Water Code

of Practice for Wastewater Infrastructure and The Irish Water Wastewater Infrastructure

Standard Details. DBFL have received a Statement of Design Acceptance from Irish

Water for the proposed development (See appendix F for Statement of Design

Acceptance).

An Irish Water Feedback form has been received outlining that a Wastewater

connection can be facilitated for the proposed development. See appendix E for Irish

Water Confirmation of Feasibility.




7.0 WATER SUPPLY AND DISTRIBUTION

7.1 Proposed Water main and Supply

A watermain strategy for the overall Parkside Lands was agreed with Dublin City

Council as part of the Phase 1 development. The proposals included a 250mm

watermain running from north to south through the overall Parkside Lands. This 250mm

watermain was recently constructed through Phase 5A under the supervision of Irish

Water.

Watermain spurs have been constructed into the subject site from Phase 5A and a

connection is proposed from the Belmayne Main Street Scheme.

Refer to DBFL Drawing 200036-DBFL-WM-ST-DR-C-1351 Proposed Watermain

Layout Sheet 1 for the watermain layout within the proposed development. The

proposed watermains will connect to the domestic water plant room of each block where

it will be pumped to feed individual apartments.

Standard house connections with boundary boxes will be installed for the proposed

duplexes.

7.2 Hydrants

Hydrants shall comply with the requirements of BS 750:2012 and shall be installed in

accordance with Irish Water’s Code of Practice and Standard Details.

7.3 Design Calculations

The water demand is designed in accordance with the principles and methods set out

in Irish Water’s Code of Practice for Water Infrastructure Connections and Developer

Services Design & Construction Requirements for Self-Lay Developments July 2020:

Overall water demand is calculated using IW CoP for Water Infrastructure section 3.7.2,

as outlined below:

Per-capita consumption 150l/person/day

Average day/week demand factor 1.25

Peak demand factor 5.0

Average daily domestic demand = Total occupancy * Per-capita consumption

Average day/peak week demand = Average daily domestic demand * Average

day/week demand factor

Peak hour water demand = Average day/peak week demand * Peak demand factor

Estimated water demand for the proposed development is provided in Table 7.1:




RESIDENTIAL WATER DEMAND

Use Type

No. of

Units /Area in m2

Occupancy Rate

Population (P)

Average daily domestic demand (l/day)

Average daily

domestic demand

(l/s)

Average day/peak

week demand

(l/s)

Peak hour water

demand (l/s)

Residential 730 2.7

persons/dwelling 1,971 295,650 3.42 4.27 21.3

Creche 525 1 person per

25m2 21 1,260 0.014 0.022 .11

Retail 510 1 person per

18m2 28 700 0.0081 0.010 0.50

Peak hour water demand (l/s) 21.46

Table 7.1 Estimated Water Demand for Residential Development

7.4 Compliance with Irish Water Standards

The watermain design and layout is in accordance with the Irish Water Code of Practice

for water Infrastructure and The Irish Water, water Infrastructure Standard Details.

DBFL have received a Statement of Design Acceptance from Irish Water for the

proposed development (See appendix F for Statement of Design Acceptance).

An Irish Water Feedback form has been received outlining that a water connection can

be facilitated for the proposed development. See appendix E for Irish water

Confirmation of Feasibility.



DBFL Consulting Engineers 200036-DBFL-CS-ST-RP-C-3001 IDR

Appendix A

QUALITY AUDIT

Title: QUALITY AUDIT

INCLUDING

Road Safety Audit, Access Audit, Cycle Audit and Walking

Audit.

For;

Parkside Phase 5B, Belmayne, Co. Dublin.

Client: DBFL Consulting Engineers Ltd.

Date: September 2021

Report reference: 1161R01

VERSION: FINAL

Prepared By:

Bruton Consulting Engineers Ltd

Glaspistol Tel: 041 9881456

Clogherhead Mob: 086 8067075

Drogheda E: [email protected]

Co. Louth. W: www.brutonceng.ie

QUALITYAUDIT–PARKSIDEPHASE 5BDBFL

© Bruton Consulting Engineers Ltd 2021 1 1161R01

CONTENTS SHEET

Contents1.0 Introduction ...................................................................................................................................... 2

2.0 Background ....................................................................................................................................... 3

3.0 Issues Identified ................................................................................................................................ 5

3.1 Problem..................................................................................................................................... 5

3.2 Problem..................................................................................................................................... 6

3.3 Problem..................................................................................................................................... 7

3.4 Problem..................................................................................................................................... 8

3.5 Problem..................................................................................................................................... 8

4.0 Quality Audit Statement ................................................................................................................... 9

Appendix A.................................................................................................................................................. 10

Appendix B .................................................................................................................................................. 11

Appendix C .................................................................................................................................................. 13



1.0 IntroductionThis report was prepared in response to a request from Mr. Noel Gorman, DBFL Consulting Engineers,

for a Quality Audit of the proposed strategic housing development (SHD) known as Parkside Phase 5B at

Belmayne, Co. Dublin.

The Quality Audit has been carried out in accordance with the guidance in the Design Manual for Urban

Roads and Streets (DMURS), produced by Department of Transport Tourism and Sport in March 2013

and as updated in June 2019.

This portion of the Quality Audit is a design stage audit and includes a road safety audit (in accordance

with TII Publication GE-DTY-01024, dated December 2017), an access audit, a walking audit and a cycling

audit. (i.e. aspects of a quality Audit carried out independent of the Design Team and generally included

as appendices to the overall Audit)

The Road Safety and Quality Audit Team comprised of;

Team Leader: Norman Bruton, BE CEng FIEI, Cert Comp RSA.

TII Road safety Auditor approval number: NB 168446

Team Member: Sayed Ahmad Saeed, BEng Tech, BEng (Hons), MIEI

TII Road Safety Auditor approval number: SS 3419515

This portion of the Quality Audit involved the examination of drawings and other material and a site visit

by the Audit Team, on the 15th of September 2021. The weather at the time of the site visit was dry and

the road surface was also dry.

The problems raised in this Quality Audit may belong to more than one of the categories of Audit named

above. A table has been provided at the start of Section 3 of this report detailing which category of audit

each problem is associated with.

Recommendations have been provided to help improve the quality of the design with regard to the

areas described above. A feedback form has also been provided for the designer to complete indicating

whether or not he/she will accept those recommendations or provide alternative recommendations for

implementation.

The information supplied to the Audit Team is listed in Appendix A.

A feedback form for the Designer to complete is contained in Appendix B.

A plan drawing showing the problem locations is contained in Appendix C.



2.0 BackgroundIt is proposed to construct a SHD at Belmayne, Co. Dublin. The scheme is knows as Parkside Phase 5B.

The scheme is part of an overall masterplan for the area and is surrounded by schemes that are

occupied, under construction, have planning approval or in the planning phase.

The scheme is located to the east of Belmayne Avenue and south of St. Francis of Assisi primary school

and Belmayne Educate Together National School which are occupied. To the East of the scheme is

Parkside Phase 5A which is under construction. Some units were occupied at the time of the site visit.

Belmayne Avenue/Main Street is subject to upgrade by Dublin City Council.

Vehicular access is to be provided off Belmayne Avenue along the road that serves the schools. A

greenway (existing) divides the scheme and connects with Belmayne Avenue a close to a proposed

signalised junction as part of that scheme.

Two priority junctions (left-in left-out) are proposed onto Belmayne Main Street.

Perpendicular and parallel parking will be provided along the boundary streets with Phase 5A.

It is assumed that the speed limit within the development will be 30km/hr.

The site location map is shown below.

Site Location Map (image courtesy of openstreetmap.org

Phase 5A

Approx scheme

area

Clarehall Avenue

Belmayne Avenue



The Road Safety Authority’s website shows that in the 12-year period 2005 to 2016 that there were a

number of minor injury collisions recorded on Clarehall Avenue. The roads layout has been changed in

that period with the ongoing development in the area.



3.0 Issues IdentifiedSummary Table of Problem Categories

ProblemReference

Access Audit Walking Audit Cycling Audit Road SafetyAudit

Quality Audit

3.1

3.2

3.3

3.4

3.5

3.1 ProblemLOCATION

Drawing 200036-DBFL-RD-ST-DR-C-1201 P01

ISSUE

There is a cyclist demand from the greenway to the schools however only a footpath is

proposed/existing and the carriageway is for vehicles only.

RECOMMENDATION

It is recommended that cycle logos be provided on the carriageway to indicate the presence of cyclists.



3.2 ProblemLOCATION


ISSUE

It was observed during the site visit that there was a convex mirror provided at the exit of the teacher’s

car park of the Belmayne Educate Together National School. This is due to the lack of visibility to the left

for drivers exiting the car park to approaching pedestrians and cyclists on the footpath. The use of this

footpath will be intensified when the proposed development is occupied and the likelihood of such a

collision will increase.



RECOMMENDATION

It is recommended that a planter or similar object be provided at the end of the boundary wall of the

school to guide pedestrians and cyclists to cross at the uncontrolled area rather than tight to the

boundary wall. It is also recommended that the stop line and text be provided in advance of the raised

crossing as they cannot be seen on approach by drivers on the downslope of the exit taper of the ramp.

The Audit Team acknowledge that this may be outside the scope of this scheme.

3.3 ProblemLOCATION


ISSUE

It is proposed to provide many electric vehicle charging car parking spaces. It is not clear where the

charge points will be. There is a risk that charging cables will be trip hazards for pedestrians.

RECOMMENDATION

It is recommended that the charge point be placed where cables will not have to cross the footpaths.



3.4 ProblemLOCATION


ISSUE

The electric vehicle charging parking spaces appear to be no larger than standard parking spaces. It is

unclear if the chargers will only be available to home owners or to members of the public. There is a risk

that some drivers won’t be able to charge their vehicles especially if they have side entry charging points

if the spaces adjacent to them are occupied.

RECOMMENDATION

It is recommended that suitable space and management processes be provided at the electric vehicle

charging spaces.

3.5 ProblemLOCATION


ISSUE

There is a risk that vehicles may travel along the greenway through antisocial behaviour and risk injury

to vulnerable road users.



It is recommended that bollards be provide at entry points to the greenway to prevent vehicular access.

Socketed or flexible bollards may be preferable in case emergency vehicle access is required.

4.0 Quality Audit StatementThis portion of the Quality Audit has been carried out in accordance with the guidance given in DMURS

and takes into consideration the principles approaches and standards of that Manual.

The quality audit has been carried out by the persons named below who have not been involved in any

design work on this scheme as a member of the Design Team.

Norman Bruton Signed:

(Quality Audit Team Leader) Dated: 17/9/2021

Sayed Ahmad Saeed Signed:

(Quality Audit Team Member) Dated: 17/9/2021



Appendix AList of Material Supplied for this Quality Audit;


Drawing 200036-DBFL-SW-ST-DR-C-5301 Typical Drainage Details Sheet 1




Drawing 200036-DBFL-TR-ST-DR-C-1001 Existing Public Transportation Linkages Plan

Drawing 200036-DBFL-TR-ST-DR-C-1002 Proposed Public Transportation LinkagesPlan

Drawing 200036-DBFL-TR-ST-DR-C-1010 Roads Hierarchy Plan

Drawing 200036-DBFL-WM-ST-DR-C-1351 Proposed Watermain Layout Sheet 1

Drawing SES 12021 Parkside 5B - Public Lighting Layout - DRAFT - Cairn Homes

Drawing 18D06b-DR-200

Drawing 200036-DBFL-CS-ST-DR-C-1301 Proposed Drainage Layout Sheet 1

Drawing 200036-DBFL-RD-ST-DR-C-1201 Proposed Roads Layout

Drawing 200036-DBFL-RD-ST-DR-C-5201 Typical Road Construction Details Sheet 1

Drawing 200036-DBFL-RD-ST-DR-C-5202 Typical Road Construction Details Sheet 2



Appendix B

Feedback Form

QUALITY AUDIT FORM – FEEDBACK ON QUALITY AUDIT REPORT

Scheme: Parkside Phase 5B

Quality Audit- Stage 1

Date Audit (site visit) Completed 15-9-2021

Paragraph No.

in Quality

Audit Report

Problem

accepted

(yes/no)

Recommended

measure

accepted

(yes/no)

Alternative measures (describe)

Alternative

measures

accepted by

Auditors

(Yes/No)

3.1 Y Y

3.2 Y N

As this area is controlled by the

Department of Education. The issue

will be notified to the Department of

Education.

Yes

3.3 Y YNote: Charge points are relocated

adjacent to island.Yes

3.4 Y N

Note: Car Parking spaces will be

managed by a management company

and allocated to apartment owners

therefore the user will be familiar

with the space and an increased

buffer is not required. E charging has

been added to one disabled space.

Yes

3.5 Y Y

Signed………… Date 17/09/2021

Design Team Leader

Signed…………………………………. Date: …17/9/2021………………

Audit Team Leader



Appendix C

Problem Location Plan.

3.1

3.2

3.3

3.5




Appendix B

STORM WATER ATTENUATION CALCULATIONS

DBFL Consulting Engineers Page 1Ormond House 200036Upper Ormond Quay Parkside Existing AttenuationDublin 7 Catchment D2Date 06/10/2021 Designed by COLFile ATTENUATION STORAGE ZON... Checked by NCGInnovyze Source Control 2019.1

Summary of Results for 100 year Return Period (+20%)

©1982-2019 Innovyze

StormEvent

MaxLevel(m)

MaxDepth(m)

MaxControl(l/s)

MaxVolume(m³)

Status

15 min Summer 14.202 0.242 14.3 644.1 O K30 min Summer 14.294 0.334 15.1 891.1 O K60 min Summer 14.393 0.433 15.5 1153.6 O K120 min Summer 14.497 0.537 15.6 1431.1 O K180 min Summer 14.560 0.600 15.6 1598.7 O K240 min Summer 14.604 0.644 15.6 1717.9 O K360 min Summer 14.665 0.705 15.6 1880.1 O K480 min Summer 14.713 0.753 15.6 1986.3 O K600 min Summer 14.758 0.798 15.6 2059.9 O K720 min Summer 15.413 1.453 15.6 2114.3 O K960 min Summer 15.482 1.522 15.6 2190.5 O K1440 min Summer 15.512 1.552 15.6 2235.3 O K2160 min Summer 15.516 1.556 15.6 2240.2 O K2880 min Summer 15.495 1.535 15.6 2209.9 O K4320 min Summer 14.780 0.820 15.6 2083.7 O K5760 min Summer 14.696 0.736 15.6 1951.8 O K7200 min Summer 14.641 0.681 15.6 1815.7 O K8640 min Summer 14.591 0.631 15.6 1681.0 O K10080 min Summer 14.542 0.582 15.6 1552.0 O K

15 min Winter 14.231 0.271 14.6 722.5 O K30 min Winter 14.335 0.375 15.3 1000.0 O K

StormEvent

Rain(mm/hr)

FloodedVolume(m³)

DischargeVolume(m³)

Time-Peak(mins)

15 min Summer 81.385 0.0 624.8 2730 min Summer 56.481 0.0 842.9 4060 min Summer 36.915 0.0 1194.7 68120 min Summer 23.361 0.0 1512.4 128180 min Summer 17.725 0.0 1709.0 186240 min Summer 14.537 0.0 1854.5 246360 min Summer 10.962 0.0 2066.7 366480 min Summer 8.960 0.0 2215.2 486600 min Summer 7.658 0.0 2318.3 604720 min Summer 6.734 0.0 2379.9 724960 min Summer 5.494 0.0 2387.2 9621440 min Summer 4.123 0.0 2297.8 12842160 min Summer 3.093 0.0 3607.6 16682880 min Summer 2.520 0.0 3887.1 20524320 min Summer 1.886 0.0 4173.8 28565760 min Summer 1.534 0.0 4769.5 36407200 min Summer 1.306 0.0 5077.4 44648640 min Summer 1.145 0.0 5342.4 526410080 min Summer 1.025 0.0 5577.0 6048

15 min Winter 81.385 0.0 694.0 2730 min Winter 56.481 0.0 931.3 40

DBFL Consulting Engineers Page 2Ormond House 200036Upper Ormond Quay Parkside Existing AttenuationDublin 7 Catchment D2Date 06/10/2021 Designed by COLFile ATTENUATION STORAGE ZON... Checked by NCGInnovyze Source Control 2019.1

Summary of Results for 100 year Return Period (+20%)


StormEvent

MaxLevel(m)

MaxDepth(m)

MaxControl(l/s)

MaxVolume(m³)

Status

60 min Winter 14.446 0.486 15.6 1295.9 O K120 min Winter 14.564 0.604 15.6 1611.3 O K180 min Winter 14.637 0.677 15.6 1803.8 O K240 min Winter 14.691 0.731 15.6 1941.9 O K360 min Winter 15.444 1.484 15.6 2135.9 O K480 min Winter 15.536 1.576 15.6 2270.7 O K600 min Winter 15.599 1.639 15.6 2364.9 O K720 min Winter 15.644 1.684 15.6 2433.3 O K960 min Winter 15.703 1.743 15.6 2520.9 O K1440 min Winter 15.746 1.786 15.6 2586.0 O K2160 min Winter 15.737 1.777 15.6 2572.1 O K2880 min Winter 15.708 1.748 15.6 2529.1 O K4320 min Winter 15.598 1.638 15.6 2364.2 O K5760 min Winter 15.444 1.484 15.6 2136.5 O K7200 min Winter 14.670 0.710 15.6 1892.5 O K8640 min Winter 14.588 0.628 15.6 1674.8 O K10080 min Winter 14.512 0.552 15.6 1472.8 O K

StormEvent

Rain(mm/hr)

FloodedVolume(m³)

DischargeVolume(m³)

Time-Peak(mins)

60 min Winter 36.915 0.0 1338.2 68120 min Winter 23.361 0.0 1685.0 126180 min Winter 17.725 0.0 1897.1 184240 min Winter 14.537 0.0 2053.5 242360 min Winter 10.962 0.0 2269.0 360480 min Winter 8.960 0.0 2390.5 476600 min Winter 7.658 0.0 2440.3 592720 min Winter 6.734 0.0 2443.9 706960 min Winter 5.494 0.0 2418.8 9341440 min Winter 4.123 0.0 2329.9 13682160 min Winter 3.093 0.0 4019.3 17322880 min Winter 2.520 0.0 4297.5 21964320 min Winter 1.886 0.0 4316.1 31205760 min Winter 1.534 0.0 5343.5 40407200 min Winter 1.306 0.0 5686.8 48248640 min Winter 1.145 0.0 5983.7 561610080 min Winter 1.025 0.0 6246.6 6360




Appendix C

STORMWATER NETWORK CALCULATIONS

DBFL Consulting Engineers Page 1Ormond House 200036Upper Ormond Quay ParksideDublin 7 Phase 5BDate 26/08/2021 Designed by COLFile 20036-FOUL AND STORM NE... Checked by NCGInnovyze Network 2019.1

STORM SEWER DESIGN by the Modified Rational Method

Design Criteria for Storm


Pipe Sizes STANDARD Manhole Sizes STANDARD

FSR Rainfall Model - Scotland and IrelandReturn Period (years) 2 PIMP (%) 100

M5-60 (mm) 15.600 Add Flow / Climate Change (%) 20Ratio R 0.275 Minimum Backdrop Height (m) 0.200

Maximum Rainfall (mm/hr) 100 Maximum Backdrop Height (m) 1.500Maximum Time of Concentration (mins) 30 Min Design Depth for Optimisation (m) 1.200

Foul Sewage (l/s/ha) 0.000 Min Vel for Auto Design only (m/s) 1.00Volumetric Runoff Coeff. 0.750 Min Slope for Optimisation (1:X) 500

Designed with Level Soffits

Time Area Diagram for Storm

Time(mins)

Area(ha)

Time(mins)

Area(ha)

Time(mins)

Area(ha)

Time(mins)

Area(ha)

0-4 0.928 4-8 2.909 8-12 0.326 12-16 0.157

Total Area Contributing (ha) = 4.320

Total Pipe Volume (m³) = 162.054

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)

Section Type AutoDesign

1.000 9.656 0.193 50.0 0.050 4.00 0.0 0.600 o 225 Pipe/Conduit1.001 5.000 0.020 250.0 0.000 0.00 0.0 0.600 o 450 Pipe/Conduit1.002 50.200 0.200 251.0 0.000 0.00 0.0 0.600 o 450 Pipe/Conduit

2.000 24.905 0.125 199.2 0.020 4.00 0.0 0.600 o 225 Pipe/Conduit

3.000 23.447 0.117 200.4 0.020 4.00 0.0 0.600 o 225 Pipe/Conduit

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 50.34 4.09 16.500 0.050 0.0 0.0 1.4 1.85 73.7 8.21.001 50.07 4.15 15.410 0.050 0.0 0.0 1.4 1.28 203.8 8.21.002 47.58 4.81 15.390 0.050 0.0 0.0 1.4 1.28 203.4 8.2

2.000 48.90 4.45 15.900 0.020 0.0 0.0 0.5 0.92 36.7 3.2

3.000 48.99 4.42 15.997 0.020 0.0 0.0 0.5 0.92 36.6 3.2




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


3.001 19.660 0.098 200.6 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit


4.000 51.755 0.924 56.0 0.807 10.00 0.0 0.600 o 375 Pipe/Conduit4.001 43.407 0.161 270.0 0.051 0.00 0.0 0.600 o 450 Pipe/Conduit4.002 5.581 0.021 265.8 0.000 0.00 0.0 0.600 o 450 Pipe/Conduit4.003 43.979 0.163 270.0 0.235 0.00 0.0 0.600 o 450 Pipe/Conduit

2.004 31.360 0.116 270.0 0.000 0.00 0.0 0.600 o 450 Pipe/Conduit


5.000 62.660 1.305 48.0 0.163 4.00 0.0 0.600 o 225 Pipe/Conduit

6.000 47.840 1.205 39.7 0.082 4.00 0.0 0.600 o 225 Pipe/Conduit

5.001 74.900 0.320 234.1 0.163 0.00 0.0 0.600 o 300 Pipe/Conduit


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)

3.001 47.67 4.78 15.880 0.020 0.0 0.0 0.5 0.92 36.6 3.2

2.001 47.21 4.91 15.775 0.040 0.0 0.0 1.0 0.95 37.7 6.12.002 44.98 5.59 15.736 0.040 0.0 0.0 1.0 0.92 36.6 6.12.003 43.56 6.06 15.500 0.174 0.0 0.0 4.1 1.05 41.8 24.6

4.000 34.42 10.36 16.410 0.807 0.0 0.0 15.0 2.43 267.9 90.34.001 33.52 10.94 15.410 0.858 0.0 0.0 15.6 1.23 196.0 93.54.002 33.41 11.02 15.249 0.858 0.0 0.0 15.6 1.24 197.6 93.54.003 32.56 11.61 15.229 1.093 0.0 0.0 19.3 1.23 196.0 115.7

2.004 31.99 12.04 15.080 1.267 0.0 0.0 22.0 1.23 196.0 131.7

1.003 31.26 12.60 14.964 1.415 0.0 0.0 24.0 1.55 245.7 143.81.004 30.84 12.95 14.885 1.516 0.0 0.0 25.3 1.97 313.2 151.91.005 30.36 13.35 14.503 1.542 0.0 0.0 25.4 0.96 153.0 152.2

5.000 48.51 4.55 16.300 0.163 0.0 0.0 4.3 1.89 75.2 25.7

6.000 49.16 4.38 16.200 0.082 0.0 0.0 2.2 2.08 82.8 13.1

5.001 44.41 5.77 14.920 0.408 0.0 0.0 9.8 1.02 72.3 58.9




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)



7.000 37.020 0.205 180.6 0.070 4.00 0.0 0.600 o 225 Pipe/Conduit

8.000 34.597 0.346 100.0 0.070 4.00 0.0 0.600 o 225 Pipe/Conduit

7.001 80.344 0.675 119.0 0.708 0.00 0.0 0.600 o 450 Pipe/Conduit7.002 24.603 0.490 50.2 0.042 0.00 0.0 0.600 o 450 Pipe/Conduit


7.003 50.985 0.206 247.5 0.100 0.00 0.0 0.600 o 450 Pipe/Conduit

10.000 56.346 0.228 247.1 0.037 4.00 0.0 0.600 o 225 Pipe/Conduit



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)

1.006 30.21 13.49 14.450 1.978 0.0 0.0 32.4 1.65 262.6 194.21.007 29.98 13.68 14.362 2.007 0.0 0.0 32.6 2.05 325.4 195.61.008 29.71 13.93 14.119 2.007 0.0 0.0 32.6 1.72 273.2 195.6

7.000 48.20 4.64 17.210 0.070 0.0 0.0 1.8 0.97 38.6 11.0

8.000 48.93 4.44 17.445 0.070 0.0 0.0 1.9 1.31 52.0 11.1

7.001 45.71 5.36 16.780 0.848 0.0 0.0 21.0 1.86 296.2 126.07.002 45.25 5.50 16.140 0.890 0.0 0.0 21.8 2.87 457.2 130.9

9.000 48.39 4.58 17.860 0.197 0.0 0.0 5.2 1.61 64.1 31.09.001 47.78 4.75 17.000 0.316 0.0 0.0 8.2 1.60 63.6 49.19.002 46.05 5.25 16.761 0.316 0.0 0.0 8.2 1.54 61.0 49.1

7.003 43.29 6.16 15.650 1.306 0.0 0.0 30.6 1.29 204.8 183.7

10.000 46.44 5.14 16.060 0.037 0.0 0.0 0.9 0.83 32.9 5.6

7.004 42.53 6.43 15.450 1.343 0.0 0.0 30.9 1.29 205.0 185.67.005 42.32 6.51 15.364 1.343 0.0 0.0 30.9 1.72 273.8 185.6




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)



12.000 51.716 0.232 222.9 0.309 4.00 0.0 0.600 o 300 Pipe/Conduit


7.006 71.400 0.621 115.0 0.040 0.00 0.0 0.600 o 450 Pipe/Conduit7.007 68.530 0.596 115.0 0.040 0.00 0.0 0.600 o 450 Pipe/Conduit7.008 27.841 0.242 115.0 0.000 0.00 0.0 0.600 o 450 Pipe/Conduit7.009 7.485 0.065 115.2 0.000 0.00 0.0 0.600 o 450 Pipe/Conduit

1.009 1.935 0.032 60.0 0.000 0.00 0.0 0.600 o 450 Pipe/Conduit


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)

11.000 48.44 4.57 17.600 0.334 0.0 0.0 8.8 1.00 70.7 52.611.001 47.09 4.95 17.460 0.334 0.0 0.0 8.8 1.00 70.7 52.6

12.000 47.52 4.82 17.600 0.309 0.0 0.0 8.0 1.05 74.1 47.7

11.002 45.63 5.38 17.368 0.728 0.0 0.0 18.0 1.62 114.7 107.911.003 43.53 6.07 16.917 0.890 0.0 0.0 21.0 1.84 130.2 125.9

7.006 40.73 7.14 15.337 2.273 0.0 0.0 50.1 1.90 301.4 300.97.007 39.33 7.74 14.710 2.313 0.0 0.0 50.1 1.90 301.4 300.97.008 38.80 7.98 14.114 2.313 0.0 0.0 50.1 1.89 301.3 300.97.009 38.66 8.05 13.722 2.313 0.0 0.0 50.1 1.89 301.2 300.9

1.009 29.70 13.94 13.657 4.320 0.0 0.0 69.5 2.63 418.0 416.9


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


Simulation CriteriaAreal Reduction Factor 1.000 Additional Flow - % of Total Flow 20.000

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

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

Number of Input Hydrographs 0 Number of Storage Structures 4Number of Online Controls 2 Number of Time/Area Diagrams 0Number of Offline Controls 0 Number of Real Time Controls 0

Synthetic Rainfall DetailsRainfall Model FSR Ratio R 0.275

Region Scotland and Ireland Cv (Summer) 0.750M5-60 (mm) 15.600 Cv (Winter) 0.840

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

DTS Status ON

Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600,

720, 960, 1440, 2160, 2880, 4320, 5760,7200, 8640, 10080

Return Period (years) 2

PNUS/MHName Storm

ReturnPeriod

First (X)Surcharge

First (Y)Flood

First (Z)Overflow

OverflowAct.

Water Level(m)

1.000 S65-3 15 Winter 2 16.5551.001 S65-2 60 Winter 2 15.7321.002 S65-1 60 Winter 2 15.7322.000 S14-1 15 Winter 2 15.9473.000 S16 15 Winter 2 16.0443.001 S15 15 Winter 2 15.9272.001 S14 15 Winter 2 15.8462.002 S13 15 Winter 2 15.8012.003 S65B-1 60 Winter 2 2/60 Winter 15.7564.000 S69 30 Winter 2 16.5624.001 S68 60 Winter 2 15.7794.002 S67 60 Winter 2 2/60 Winter 15.7664.003 S66 60 Winter 2 2/60 Winter 15.7612.004 S65B 60 Winter 2 2/30 Winter 15.7471.003 S65 60 Winter 2 2/30 Summer 15.7321.004 S64 60 Winter 2 2/15 Winter 15.7121.005 S63 60 Winter 2 2/15 Summer 15.6925.000 S62-1B 15 Winter 2 16.3946.000 S62-1A-1 15 Winter 2 16.2625.001 S62-1A 60 Winter 2 2/15 Summer 15.6911.006 S62-1 60 Winter 2 2/15 Summer 15.676




PNUS/MHName

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)

PipeFlow(l/s) Status

LevelExceeded

1.000 S65-3 -0.170 0.000 0.14 8.3 OK1.001 S65-2 -0.128 0.000 0.04 4.4 OK1.002 S65-1 -0.108 0.000 0.02 4.4 OK2.000 S14-1 -0.178 0.000 0.10 3.3 OK3.000 S16 -0.178 0.000 0.10 3.3 OK3.001 S15 -0.178 0.000 0.10 3.2 OK2.001 S14 -0.154 0.000 0.22 6.4 OK2.002 S13 -0.160 0.000 0.18 6.2 OK2.003 S65B-1 0.031 0.000 0.39 15.0 SURCHARGED4.000 S69 -0.223 0.000 0.34 85.4 OK4.001 S68 -0.081 0.000 0.41 71.6 OK4.002 S67 0.067 0.000 0.61 71.1 SURCHARGED4.003 S66 0.082 0.000 0.51 89.8 SURCHARGED2.004 S65B 0.217 0.000 0.60 102.1 SURCHARGED1.003 S65 0.318 0.000 0.47 104.9 SURCHARGED1.004 S64 0.377 0.000 0.39 108.6 SURCHARGED1.005 S63 0.739 0.000 0.71 90.6 SURCHARGED5.000 S62-1B -0.131 0.000 0.36 26.5 OK6.000 S62-1A-1 -0.163 0.000 0.17 13.5 OK5.001 S62-1A 0.471 0.000 0.51 35.5 SURCHARGED1.006 S62-1 0.776 0.000 0.45 76.5 SURCHARGED




PNUS/MHName Storm

ReturnPeriod

First (X)Surcharge

First (Y)Flood

First (Z)Overflow

OverflowAct.

Water Level(m)

1.007 S62 60 Winter 2 2/15 Summer 15.6601.008 S61-1 60 Winter 2 2/15 Summer 15.6397.000 S2-3 15 Winter 2 17.2978.000 S2-2-1 15 Winter 2 17.5197.001 S2-2 15 Winter 2 16.9727.002 S2-1 15 Winter 2 2/15 Winter 16.6089.000 S5 15 Winter 2 17.9769.001 S4 15 Winter 2 17.1609.002 S3 15 Winter 2 16.9167.003 S2 30 Winter 2 16.03710.000 S1B 15 Winter 2 16.1277.004 S1A 30 Winter 2 2/30 Winter 15.9787.005 S1 30 Winter 2 2/30 Summer 15.93611.000 S61A-3-3-4 15 Winter 2 17.81311.001 S61A-3-3-3 15 Winter 2 17.67712.000 S61A-3-3 15 Winter 2 17.79111.002 S61A-3-2 15 Winter 2 17.61811.003 S61A-3-1 15 Winter 2 17.1637.006 S61A-3 30 Winter 2 2/30 Summer 15.9127.007 S61A-2 60 Winter 2 2/15 Summer 15.7557.008 S61A-1 60 Winter 2 2/15 Summer 15.6797.009 S61A 60 Winter 2 2/15 Summer 15.6401.009 S61 60 Winter 2 2/15 Summer 15.621

PNUS/MHName

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


LevelExceeded

1.007 S62 0.848 0.000 0.29 78.4 SURCHARGED1.008 S61-1 1.070 0.000 0.34 79.0 SURCHARGED7.000 S2-3 -0.138 0.000 0.32 11.6 OK8.000 S2-2-1 -0.151 0.000 0.24 11.6 OK7.001 S2-2 -0.258 0.000 0.38 106.0 OK7.002 S2-1 0.018 0.000 0.28 106.0 SURCHARGED9.000 S5 -0.109 0.000 0.52 31.8 OK9.001 S4 -0.065 0.000 0.83 46.9 OK9.002 S3 -0.070 0.000 0.82 47.6 OK7.003 S2 -0.063 0.000 0.78 146.2 OK10.000 S1B -0.158 0.000 0.19 6.1 OK7.004 S1A 0.078 0.000 0.85 142.8 SURCHARGED7.005 S1 0.122 0.000 0.82 138.1 SURCHARGED11.000 S61A-3-3-4 -0.087 0.000 0.82 53.3 OK11.001 S61A-3-3-3 -0.083 0.000 0.83 51.8 OK12.000 S61A-3-3 -0.109 0.000 0.69 48.2 OK11.002 S61A-3-2 -0.050 0.000 1.00 106.7 OK11.003 S61A-3-1 -0.054 0.000 1.00 125.1 OK7.006 S61A-3 0.125 0.000 0.86 240.7 SURCHARGED7.007 S61A-2 0.595 0.000 0.58 161.6 SURCHARGED




7.008 S61A-1 1.115 0.000 0.62 159.2 SURCHARGED7.009 S61A 1.468 0.000 0.70 119.1 SURCHARGED1.009 S61 1.514 0.000 0.81 133.0 SURCHARGED

PNUS/MHName

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


LevelExceeded




Appendix D

FOUL SEWER CALCULATIONS


FOUL SEWERAGE DESIGN

Design Criteria for Foul-Network 1



Industrial Flow (l/s/ha) 0.00Industrial Peak Flow Factor 0.00

Calculation Method BS 8301Frequency Factor 0.00Domestic (l/s/ha) 0.00

Domestic Peak Flow Factor 6.00Add Flow / Climate Change (%) 20Minimum Backdrop Height (m) 0.000Maximum Backdrop Height (m) 1.500

Min Design Depth for Optimisation (m) 1.200Min Vel for Auto Design only (m/s) 0.75Min Slope for Optimisation (1:X) 500


Network Design Table for Foul-Network 1

PN Length(m)

Fall(m)

Slope(1:X)

Area(ha)

Units BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


1.000 29.608 0.800 37.0 0.000 140.0 0.0 1.500 o 225 Pipe/Conduit

2.000 37.627 1.500 25.1 0.000 1398.0 0.0 1.500 o 225 Pipe/Conduit

1.001 30.346 0.225 134.9 0.000 56.0 0.0 1.500 o 225 Pipe/Conduit

3.000 53.446 0.500 106.9 0.000 1260.0 0.0 1.500 o 300 Pipe/Conduit

4.000 40.981 0.930 44.1 0.000 1820.0 0.0 1.500 o 300 Pipe/Conduit

3.001 74.620 1.200 62.2 0.000 70.0 0.0 1.500 o 300 Pipe/Conduit


PN US/IL(m)

Σ Area(ha)

Σ BaseFlow (l/s)

Σ Units Add Flow(l/s)

P.Dep(mm)

P.Vel(m/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

1.000 15.500 0.000 0.0 140.0 0.9 40 1.07 1.89 75.2 5.1

2.000 16.200 0.000 0.0 1398.0 1.9 53 1.56 2.30 91.3 11.3

1.001 14.700 0.000 0.0 1594.0 2.0 85 0.87 0.99 39.3 12.0

3.000 17.000 0.000 0.0 1260.0 1.8 68 0.89 1.34 94.8 10.7

4.000 17.600 0.000 0.0 1820.0 2.2 60 1.29 2.09 147.9 12.9

3.001 16.500 0.000 0.0 3150.0 3.0 77 1.25 1.76 124.4 17.8


Network Design Table for Foul-Network 1


PN Length(m)

Fall(m)

Slope(1:X)

Area(ha)


k(mm)

HYDSECT

DIA(mm)




5.000 10.500 0.340 30.9 0.000 42.0 0.0 1.500 o 225 Pipe/Conduit


6.000 67.936 0.780 87.1 0.000 436.0 0.0 1.500 o 225 Pipe/Conduit

7.000 50.490 0.600 84.2 0.000 140.0 0.0 1.500 o 225 Pipe/Conduit

6.001 73.815 1.420 52.0 0.000 280.0 0.0 1.500 o 225 Pipe/Conduit

1.006 35.230 0.177 199.0 0.000 0.0 0.0 1.500 o 300 Pipe/Conduit


PN US/IL(m)

Σ Area(ha)

Σ BaseFlow (l/s)


P.Dep(mm)

P.Vel(m/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

3.002 15.300 0.000 0.0 3150.0 3.0 93 0.95 1.20 84.6 17.83.003 15.240 0.000 0.0 3234.0 3.0 76 1.30 1.84 129.8 18.1

1.002 14.400 0.000 0.0 4968.0 4.1 120 0.94 1.04 73.3 24.61.003 14.090 0.000 0.0 4982.0 4.1 125 0.88 0.96 67.5 24.7

5.000 14.475 0.000 0.0 42.0 0.7 34 1.06 2.07 82.3 3.9

1.004 14.060 0.000 0.0 5094.0 4.2 125 0.90 0.97 68.7 25.11.005 13.921 0.000 0.0 5094.0 4.2 134 0.83 0.87 61.5 25.1

6.000 16.200 0.000 0.0 436.0 1.2 58 0.87 1.23 48.9 7.0

7.000 16.100 0.000 0.0 140.0 0.9 49 0.80 1.25 49.8 5.1

6.001 15.420 0.000 0.0 856.0 1.5 57 1.13 1.59 63.4 9.0

1.006 13.816 0.000 0.0 5950.0 4.6 132 0.93 0.98 69.4 27.7

Free Flowing Outfall Details for Foul-Network 1

OutfallPipe Number

OutfallName

C. Level(m)

I. Level(m)

MinI. Level

(m)

D,L(mm)

W(mm)

1.006 F56-5 16.389 13.639 0.000 0 0


FOUL SEWERAGE DESIGN

Design Criteria for Foul - Network 2



Industrial Flow (l/s/ha) 0.00Industrial Peak Flow Factor 0.00

Calculation Method BS 8301Frequency Factor 0.00Domestic (l/s/ha) 0.00

Domestic Peak Flow Factor 6.00Add Flow / Climate Change (%) 10Minimum Backdrop Height (m) 0.000Maximum Backdrop Height (m) 1.500

Min Design Depth for Optimisation (m) 1.200Min Vel for Auto Design only (m/s) 0.75Min Slope for Optimisation (1:X) 500


Network Design Table for Foul - Network 2

PN Length(m)

Fall(m)

Slope(1:X)

Area(ha)


k(mm)

HYDSECT

DIA(mm)


2.000 19.936 0.133 150.0 0.000 1000.0 0.0 1.500 o 225 Pipe/Conduit2.001 20.084 0.134 150.0 0.000 0.0 0.0 1.500 o 225 Pipe/Conduit2.002 52.931 0.204 259.0 0.000 1814.0 0.0 1.500 o 300 Pipe/Conduit2.003 20.913 0.081 259.0 0.000 0.0 0.0 1.500 o 300 Pipe/Conduit2.004 20.569 0.116 178.0 0.000 0.0 0.0 1.500 o 300 Pipe/Conduit


2.005 51.679 0.201 256.8 0.000 588.0 0.0 1.500 o 300 Pipe/Conduit


PN US/IL(m)

Σ Area(ha)

Σ BaseFlow (l/s)


P.Dep(mm)

P.Vel(m/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

2.000 17.110 0.000 0.0 1000.0 0.8 75 0.77 0.94 37.2 8.92.001 16.977 0.000 0.0 1000.0 0.8 75 0.77 0.94 37.2 8.92.002 16.840 0.000 0.0 2814.0 1.4 102 0.72 0.86 60.8 15.22.003 16.636 0.000 0.0 2814.0 1.4 102 0.72 0.86 60.8 15.22.004 16.520 0.000 0.0 2814.0 1.4 92 0.82 1.04 73.4 15.2

3.000 17.910 0.000 0.0 1449.0 1.0 67 1.05 1.36 53.9 10.53.001 17.200 0.000 0.0 2898.0 1.4 92 1.01 1.11 44.1 15.53.002 17.064 0.000 0.0 2898.0 1.4 88 1.07 1.20 47.9 15.5

2.005 16.400 0.000 0.0 6300.0 2.4 138 0.83 0.86 60.8 26.4


Network Design Table for Foul - Network 2


PN Length(m)

Fall(m)

Slope(1:X)

Area(ha)


k(mm)

HYDSECT

DIA(mm)


4.000 61.789 0.618 100.0 0.000 280.0 0.0 1.500 o 225 Pipe/Conduit

2.006 30.079 0.150 200.0 0.000 0.0 0.0 1.500 o 300 Pipe/Conduit


2.007 1.570 0.008 200.0 0.000 0.0 0.0 1.500 o 300 Pipe/Conduit


PN US/IL(m)

Σ Area(ha)

Σ BaseFlow (l/s)


P.Dep(mm)

P.Vel(m/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

4.000 17.200 0.000 0.0 280.0 0.5 53 0.78 1.15 45.6 5.6

2.006 16.196 0.000 0.0 6580.0 2.5 130 0.92 0.98 69.2 27.1

5.000 17.960 0.000 0.0 1596.0 1.0 64 1.19 1.58 62.6 11.05.001 16.980 0.000 0.0 1638.0 1.0 74 0.99 1.21 48.3 11.25.002 16.465 0.000 0.0 1778.0 1.1 83 0.73 0.98 69.2 11.7

2.007 16.046 0.000 0.0 8358.0 2.9 142 0.96 0.98 69.2 31.6

Free Flowing Outfall Details for Foul - Network 2

OutfallPipe Number

OutfallName

C. Level(m)

I. Level(m)

MinI. Level

(m)

D,L(mm)

W(mm)

2.007 F63 17.800 16.038 0.000 0 0




Appendix E

CONFIRMATION OF FEASABILITY

Conor O' Loughlin

Ormond House

Upper Ormond Quay

Dublin 7

Co. Dublin

D07N5YH

3 June 2021

Re: CDS21002577 pre-connection enquiry - Subject to contract | Contract denied

Connection for Housing Development of 850 units at Hole In The Wall Road, Dublin 13,

Dublin

Dear Sir/Madam,

Irish Water has reviewed your pre-connection enquiry in relation to a Water & Wastewater connection

at Hole In The Wall Road, Dublin 13, Dublin (the Premises). Based upon the details you have provided

with your pre-connection enquiry and on our desk top analysis of the capacity currently available in the

Irish Water network(s) as assessed by Irish Water, we wish to advise you that your proposed

connection to the Irish Water network(s) can be facilitated at this moment in time.

SERVICE

OUTCOME OF PRE-CONNECTION ENQUIRY

THIS IS NOT A CONNECTION OFFER. YOU MUST APPLY FOR A CONNECTION(S) TO THE IRISH WATER NETWORK(S) IF YOU WISH

TO PROCEED.

Water Connection Feasible without infrastructure upgrade by Irish Water

Wastewater Connection Feasible without infrastructure upgrade by Irish Water

SITE SPECIFIC COMMENTS

The design and construction of the Water & Wastewater pipes and related infrastructure to be installed in this development shall comply with the Irish Water Connections and Developer Services Standard Details and Codes of Practice that are available on the Irish Water website. Irish Water reserves the right to supplement these requirements with Codes of Practice and these will be issued with the connection agreement.

General Notes:

1) The initial assessment referred to above is carried out taking into account water demand and

wastewater discharge volumes and infrastructure details on the date of the assessment. The

availability of capacity may change at any date after this assessment.

2) This feedback does not constitute a contract in whole or in part to provide a connection to any

Irish Water infrastructure. All feasibility assessments are subject to the constraints of the Irish

Water Capital Investment Plan.

3) The feedback provided is subject to a Connection Agreement/contract being signed at a later

date.

4) A Connection Agreement will be required to commencing the connection works associated with

the enquiry this can be applied for at https://www.water.ie/connections/get-connected/

5) A Connection Agreement cannot be issued until all statutory approvals are successfully in place.

6) Irish Water Connection Policy/ Charges can be found at

https://www.water.ie/connections/information/connection-charges/

7) Please note the Confirmation of Feasibility does not extend to your fire flow requirements.

8) Irish Water is not responsible for the management or disposal of storm water or ground waters.

You are advised to contact the relevant Local Authority to discuss the management or disposal of

proposed storm water or ground water discharges

9) To access Irish Water Maps email [email protected]

10) All works to the Irish Water infrastructure, including works in the Public Space, shall have to be

carried out by Irish Water.

If you have any further questions, please contact Marina Byrne from the design team via

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

Yours sincerely,

Yvonne Harris Head of Customer Operations

https://www.water.ie/connections/get-connected/

https://www.water.ie/connections/information/connection-charges/

mailto:[email protected]




Appendix F

IRISH WATER STATEMENT OF DESIGN ACCEPTANCE

Conor O' Loughlin Ormond House Upper Ormond Quay Dublin 7, Co. Dublin D07N5YH 1 October 2021

Re: Design Submission for Hole In The Wall Road, Dublin 13, Dublin (the “Development”) (the “Design Submission”) / Connection Reference No: CDS21002577

Dear Conor O' Loughlin, Many thanks for your recent Design Submission. We have reviewed your proposal for the connection(s) at the Development. Based on the information provided, which included the documents outlined in Appendix A to this letter, Irish Water has no objection to your proposals. This letter does not constitute an offer, in whole or in part, to provide a connection to any Irish Water infrastructure. Before you can connect to our network you must sign a connection agreement with Irish Water. This can be applied for by completing the connection application form 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 (CRU)(https://www.cru.ie/document_group/irish-waters-water-charges-plan-2018/). You the Customer (including any designers/contractors or other related parties appointed by you) is entirely responsible for the design and construction of all water and/or wastewater infrastructure within the Development which is necessary to facilitate connection(s) from the boundary of the Development to Irish Water’s network(s) (the “Self-Lay Works”), as reflected in your Design Submission. Acceptance of the Design Submission by Irish Water does not, in any way, render Irish Water liable for any elements of the design and/or construction of the Self-Lay Works. If you have any further questions, please contact your Irish Water representative: Name: Marina Byrne Phone: 01 89 25991/ 087619321 Email: [email protected] Yours sincerely,

Yvonne Harris Head of Customer Operations

http://www.water.ie/connections

https://www.cru.ie/document_group/irish-waters-water-charges-plan-2018/

https://www.cru.ie/document_group/irish-waters-water-charges-plan-2018/

Appendix A Document Title & Revision

• [200036-DBFL-CS-ST-DR-C-1301 Proposed Drainage Layout Sheet 1]

• [200036-DBFL-WM-ST-DR-C-1351 Proposed Watermain Layout Sheet 1]

For further information, visit www.water.ie/connections Notwithstanding any matters listed above, the Customer (including any appointed designers/contractors, etc.) is entirely responsible for the design and construction of the Self-Lay Works. Acceptance of the Design Submission by Irish Water will not, in any way, render Irish Water liable for any elements of the design and/or construction of the Self-Lay Works.

http://www.water.ie/connections

200036-DBFL-CS-ST-RP-C-3001 IDR - Parkside 5b

Documents