Engineering Services Report - Amazon Web Services... · Engineering Services Report Development at Carpenterstown Road for GLENVEAGH HOMES LIMITED . ... C03 A1 MK PR AO’B 12.11.2019

PROJECT NO. xxx

INSERT DATE

PROJECT NO. G451

12th November 2019

Engineering Services Report

Development at Carpenterstown Road

for GLENVEAGH HOMES LIMITED


Development at Carpenterstown Road

for GLENVEAGH HOMES LIMITED

PROJECT NO. G451

12th November 2019


for

Residential Development,

at Carpenterstown Road,

Dublin 15.

NOTICE

DOCUMENT CONTROL & HISTORY

OCSC

Job

No.:

G451

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G451 OCSC XX XX RP C 0001 A1 C03

Rev. Status Authors Checked Authorised Issue Date

C03 A1 MK PR AO’B 12.11.2019

C02 A1 MK PR AO’B 04.11.2019

P05 S2 MK PR AO’B 21.10.2019

P04 S2 DOM MK AO’B 02.10.2019

P03 S2 DOM MK AO’B 16.09.2019

C01 A1 DOM MK AO’B 25.04.2019

P02 S2 DOM MK AO’B 23.04.2019

P01 S2 MK PR AO’B 16.04.2019

This document has been produced by O’Connor Sutton Cronin & Associates for its

client, Glenveagh Homes Limited. It may not be used for any purpose other than

that specified by any other person without the written permission of the authors.

ENGINEERING SERVICES REPORT

TABLE OF CONTENTS PAGE

1 INTRODUCTION ................................................................................... 1

1.1 Appointment................................................................................................................. 1

1.2 Administrative Jurisdiction ............................................................................................ 1

1.3 Site Location ................................................................................................................. 1

1.4 Existing Site Overview ................................................................................................... 2

1.5 Proposed Development Context .................................................................................... 3

2 SCOPE OF SERVICES REPORT ................................................................ 4

3 SURFACE WATER DRAINAGE .................................................................. 6

3.1 Overview ...................................................................................................................... 6

3.2 Consultation ................................................................................................................. 6

3.3 Existing Site Drainage .................................................................................................... 7

3.3.1 Existing Site Catchment Areas ........................................................................................ 7

3.3.2 Existing Surface Water Drainage Infrastructure ............................................................. 8

3.3.3 Existing Site Rainfall Runoff ............................................................................................ 8

3.4 Proposed Surface Water Drainage Design Strategy ......................................................... 9

3.4.1 Proposed Surface Water Strategy Overview .................................................................. 9

3.4.2 Proposed Surface Water Design Criteria ...................................................................... 10

3.4.3 Proposed Surface Water Catchment Areas .................................................................. 11

3.4.4 Proposed Development Rainfall Runoff ....................................................................... 11

3.4.5 Proposed Surface Water Pipe Network Design ............................................................ 12

3.4.6 Proposed Surface Water Attenuation Storage ............................................................. 13

3.5 Specific SuDS Measures Proposed ................................................................................ 14

3.6 Taking in Charge .......................................................................................................... 16

3.7 Maintenance ............................................................................................................... 16

3.8 Surface Water Impact Assessment ............................................................................... 16

3.9 Criterion 1 – River Water Quality Protection ................................................................ 17

3.10 Criterion 2 – River Regime Protection .......................................................................... 17

3.11 Criterion 3 – Level of Service (Flooding) Site ................................................................. 18

3.11.1 Sub-Criterion 3.1 .......................................................................................................... 18

3.11.2 Sub-Criterion 3.2 .......................................................................................................... 18

3.11.3 Sub-Criterion 3.3 .......................................................................................................... 19

3.11.4 Sub-Criterion 3.4 .......................................................................................................... 19

3.12 Criterion 4 – River Flood Protection ............................................................................. 20

4 FLOOD RISK ASSESSMENT .................................................................. 21

4.1 Historical Flooding ....................................................................................................... 21

4.2 Fluvial Flooding ........................................................................................................... 21

4.3 Coastal Flooding .......................................................................................................... 22

4.4 Pluvial Flooding ........................................................................................................... 22

5 WASTEWATER DRAINAGE .................................................................... 24

5.1 Overview .................................................................................................................... 24

5.2 Existing Wastewater Drainage ..................................................................................... 24

5.3 Proposed Wastewater Drainage .................................................................................. 24

5.4 Taking In Charge .......................................................................................................... 25

5.5 Calculations ................................................................................................................ 25

5.6 Consultation ............................................................................................................... 25

6 POTABLE WATER SUPPLY ..................................................................... 27

6.1 Connection to the Existing Network ............................................................................. 27

6.2 Water Saving Devices .................................................................................................. 27

6.3 Water Meters.............................................................................................................. 27

6.4 Layout......................................................................................................................... 28

6.5 Consultation ............................................................................................................... 28

7 ROAD DESIGN .................................................................................. 29

7.1 Site Entrances ............................................................................................................. 29

7.2 Internal Roads ............................................................................................................. 31

7.3 Fire Tender.................................................................................................................. 32

7.4 Traffic Impact Assessment ........................................................................................... 32

APPENDICES

APPENDIX A. FINGAL COUNTY COUNCIL AND IRISH WATER PUBLIC

RECORDS

APPENDIX B. QBAR RUNOFF CALCULATIONS & NETWORK DESIGN TABLES

APPENDIX C. SURFACE WATER DESIGN & ATTENUATION CALCULATIONS

APPENDIX D. WASTEWATER CALCULATIONS & DESIGN NETWORK TABLES

APPENDIX E. IRISH WATER CORRESPONDENCE

APPENDIX F. OPW CATCHMENT FLOOD RISK ASSESSMENT MAPPING

APPENDIX G. CELLULAR ATTENUATION SYSTEM

APPENDIX H. CORRESPONDENCE WITH FINGAL COUNTY COUNCL

APPENDIX I. SITE INVESTIGATION REPORT

O’Connor Sutton Cronin & Associates Engineering Services Report

Multidisciplinary Consulting Engineers Residential Development at Carpenterstown.

1

Project: G451 Issued: 12.11.2019

ENGINEERING SERVICES REPORT

1 INTRODUCTION

1.1 Appointment

O’Connor Sutton Cronin & Associates (OCSC) have been appointed by

Glenveagh Homes Limited; to carry out the design of the civil engineering

services associated with the proposed residential development at

Carpenterstown Road, Dublin 15.

1.2 Administrative Jurisdiction

The proposed development is located in the jurisdiction of Fingal County

Council (FCC), and therefore the engineering services design was carried out

with reference to the following:

Fingal County Council Development Plan;

Greater Dublin Strategic Drainage Study (GDSDS);

The Planning System and Flood Risk Management Guidelines for

Planning Authorities (Department of Environment, Heritage and Local

Government and the Office of Public Works);

It is noted that due to the number of residential units proposed as part of the

proposed development, the planning permission is sought through An Bord

Pleanála’s (ABP) Strategic Housing Development (SHD) application process.

1.3 Site Location

The subject site is located at Carpenterstown Road, Dublin 15, as shown in

Figure 1.1 - Site Location, and is immediately bound by:

Carpenterstown Road, to the north;

Existing residential property, to the east;

Existing residential property, to the west;

Existing Diswelltown Way residential properties, to the south.



2


Figure 1.1 - Site Location (www.myplan.ie)

1.4 Existing Site Overview

The overall site area is c.1.77-hectares, and is zoned by Fingal County Council

for RS, Residential. This zoning seeks to ‘To provide for residential

development and protect and improve residential amenity’.

The site currently comprises a large residential property, with shed, tennis

courts and significant landscaping and mature trees around the boundary.

Access to the site is currently gained off Carpenterstown Road, at the northern

boundary.

There is an existing open drain alongside the immediate vicinity, external of

the eastern boundary, within third party lands, which does not form part of the

proposed development’s surface water drainage strategy.

A recent topographical survey of the site indicate that the existing ground

levels across the overall site are typically graded from the highest point of

approximately +61.5m, in the southwest corner, to the lower level of

approximately +59.5 AOD, at the north-eastern corner. The finished floor level

Diswelltown Way

Carpenterstown Road

Site Area

M50 Motorway



3


of the existing dwelling and stables / shed on site are +61.2m AOD and

+61.39m AOD respectively.

The existing levels on Carpenterstown Road, which aligns the northern

boundary of the site, vary from approximately +60.80m AOD, at a location

adjacent to the northwest corner of the site, to approximately +59.31m, at a

location adjacent to the north-eastern corner.

The above illustrates that the site, in its existing condition, is typically at or

above levels of the adjacent Carpenterstown Road.

1.5 Proposed Development Context

The proposed development will consist of the demolition of the existing

residential property and the construction of 5nr. blocks of apartments, totalling

192nr. residential units. There is to be a basement car park located under

Blocks C, D and E of the proposed development site. Refer to Figure 1.2 for

details of proposed site layout.

Entrance to the site will be provided via a new entrance at the north east corner

of the site, while an additional site exist will be provided at the location of the

existing entrance at the Carpenterstown Road boundary. Intensive landscaping

and associated infrastructure will be provided throughout, in order to serve the

proposed development.



4


Figure 1.2 - Proposed Site Layout

2 SCOPE OF SERVICES REPORT

This Engineering Services Report was prepared by reviewing the available data

from the Local Authority sources and national bodies i.e. Fingal County Council,

Irish Water, The OPW, and the wider Design Team. The report addresses the

following services with respect to the proposed development:

Surface Water Drainage;

Flood Impact Assessment;

Wastewater Drainage;

Potable Water Supply;

This report should be read in conjunction with the following OCSC Civil Engineering

design drawings:

G451-OCSC-XX-XX-DR-C-0101– Visibility Splay

G451-OCSC-XX-XX-DR-C-0102– Indicative Carpenterstown Road Cycle

Scheme Land Requirement

G451-OCSC-XX-XX-DR-C-0105 – Development Entrance

G451-OCSC-XX-XX-DR-C-0106 – Road Alignment

A B

C D

E



5


G451-OCSC-XX-XX-DR-C-0500 – Proposed Surface Water and Wastewater

Strategy Layout Overview;

G451-OCSC-XX-XX-DR-C-0510 - Proposed Surface Water – Longitudinal Sections;

G451-OCSC-XX-XX-DR-C-0511 – Proposed Wastewater – Longitudinal Sections;

G451-OCSC-XX-XX-DR-C-0550 – Proposed Watermain – Design Layout;

The proposed design, for the aforementioned services, have been carried out in

accordance with the following technical guidelines and information:

Fingal County Council Development Plan;

Greater Dublin Strategic Drainage Study (GDSDS);

Greater Dublin Regional Code of Practice for Drainage Works (GDRCOP);

Irish Water Code of Practice for Wastewater, IW-CDS-5030-03;

Irish Water Code of Practice for Water Supply, IW-CDS-5020-03;

The Building Regulations – Technical Guidance Document Part H;

BE EN 752 – Drainage Outside Buildings;

BS 7533-13 – Guide for Design of Permeable Pavements;

The Office of Public Works, the Planning System and Flood Risk

Management;

Fingal County Council and Irish Water Drainage and Watermain Records.

Members of the wider design team cover all other elements of the application

pertaining to, traffic, sustainability, landscaping, planning and architectural detail.



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3 SURFACE WATER DRAINAGE

3.1 Overview

Any planning permission sought on the subject lands are required to adhere to

the Local Authority requirements, the Fingal County Council Development Plan

and as such, the Greater Dublin Strategic Drainage Study (Dublin City Council,

2005).

New development must ensure that a comprehensive Sustainable Drainage

System, SuDS, is incorporated into the development. SuDS requires that post

development run-off rates be maintained at equivalent, or lower, levels than

pre-development levels. Thus, the development must be able to retain, within

its boundaries, surface water volumes from extreme rainfall events up to a 1

in 100-year rainfall event, more commonly expressed as a 1.0% AEP (Annual

Exceedance Probability), while also allowing for an additional climate change

factor of 10% increase in rainfall intensity. Any new development must also

have the physical capacity to retain surface water volumes as directed under

the Greater Dublin Strategic Drainage Strategy (GDSDS) and, if necessary,

release these attenuated surface water volumes to an outfall at a controlled

flow rate.

A further component of the SuDS protocol is to increase the overall water

quality of surface water runoff before it enters a natural watercourse or a public

sewer, which ultimately discharges to a water body. This is to ensure the

highest possible standard of surface water quality.

3.2 Consultation

O’Connor Sutton Cronin held the following pre-planning consultation with

Fingal County Council (FCC) Representatives, in relation to the surface water

drainage strategy for the proposed development:

1. Section 247 Meeting with FCC, on 10th January 2019, to discuss the

proposed development concept and drainage design strategy.

2. Section 247 Meeting with FCC, on 14th February 2019, to discuss and

agree the proposed drainage design concept.



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3. Pre-Application Consultation tri-partite meeting with An Bord Pleanala

and Fingal County Council on 14th June 2019, to discuss items raised in

the opinion report.

Fingal County Council’s Water Services Department was represented by Mr.

Daragh Sheedy at the aforementioned meetings, where the proposed

drainage design strategy was discussed, with further information submitted

by OCSC, by email, for information and comment. Refer to a copy of the

most recent correspondence in Appendix H, which outlines Fingal County

Council’s satisfaction with the proposed surface water design and SuDS

strategy.

3.3 Existing Site Drainage

3.3.1 Existing Site Catchment Areas

As detailed in Section 1.4, the existing c.1.77-hectare site comprising a large

residential property with significant hardstanding, mature trees and green

space within the site boundary. Refer to Figure 3.1 for aerial image of the

proposed site, for context.

Figure 3.1 - Existing Site, Aerial Overview (Google Earth)

Site Boundary

Existing Property

Existing Tennis Courts

M50 Motorway

Existing Stable / Shed

Existing Open Drain



8


A site investigation carried out on site confirmed the existing ground conditions

as being poor and unsuitable for infiltration i.e. Soil Type 4.

As detailed in Section 1.4, the site is currently graded in a north-easterly

direction, to its lowest existing levels, with existing rainfall runoff appearing to

drain naturally to the existing ditch, adjacent to the site boundary.

3.3.2 Existing Surface Water Drainage Infrastructure

There is an existing 375mm ᴓ public surface water drainage network along

Carpenterstown Road, with manholes in the immediate vicinity of the northern

site boundary. This sewer increases in size to a 525mm ᴓ, approximately 230m

east from the northeast corner of the site. Refer to Appendix A for a copy of

public records, along with a confirmation later of taken in charge infrastructure.

Following discussions with FCC Water Services Department, there are no

apparent capacity issues associated with the adjacent public surface water

infrastructure. A CCTV survey of the existing surface water sewer is to be

carried out in advance of construction.

3.3.3 Existing Site Rainfall Runoff

All surface water runoff, on the existing site, currently drains naturally within

the site, with rainfall likely ending up in the existing ditch that is located

adjacent to the eastern boundary. Refer to Section 1.4 and Section 3.3.1 for

further details of existing site layout and topography context.

A site investigation was carried out by IGSL, on behalf of the client, in March

2019. The results of the site investigation and associated infiltration test

confirmed the presence of stiff boulder clay, with negligible infiltration

characteristics i.e. soil type 4. Therefore, infiltration was not considered as part

of the proposed design strategy. Refer to Appendix I for a copy of the site

investigation report.

Based on the above, and using the ICPSuDS Input, (Flood Studies Report

(FSR)) Method, the rainfall runoff discharging from the greenfield site area that

is to be developed (i.e. 1.77ha) in its existing condition has been estimated at



9


QBARRURAL = 9.0 l/s (5.15 l/s/ha). Refer to Figure 3.2 for an excerpt of the

results from the MicroDrainage Runoff Calculator, which also provides the

calculated QBAR runoff rate along with the discharge rate for varying Annual

Recurrence Intervals (ARI).

Figure 3.2 - Existing Site Runoff Calculator Results (MicroDrainage Excerpt)

Rural runoff design calculation results, as produced by MicroDrainage, is

included in Appendix B.

3.4 Proposed Surface Water Drainage Design Strategy

3.4.1 Proposed Surface Water Strategy Overview

It is proposed to separate the surface water and wastewater drainage

networks, which will serve the proposed development, and provide

independent connections to the local public surface water and wastewater

sewer networks respectively. Refer to Section 4 for details of the proposed

wastewater drainage design.



10


3.4.2 Proposed Surface Water Design Criteria

The proposed surface water network has been designed in accordance with the

regulations and guidelines outlined in Section 2, using MicroDrainage Network

Design package, by Innovyze Inc, which simulates the performance of the

integrated drainage network for varying rainfall return periods and storm

durations.

The MicroDrainage Network Design software applies the Flood Studies Report

(FSR) methodology for analysis of the rainfall profiles. However, the input

design parameters that were used, as part of this design, were based on the

available Flood Studies Update (FSU) data, i.e. the return period rainfall depths

for sliding durations, which determine the M5-60 and R values, and the standard

annual average rainfall (SAAR); as sourced from Met Éireann.

Figure 3.3 – Surface Water Design Criteria (MicroDrainage Excerpt)

As indicated in Figure 3.3, the proposed network was designed to allow for an

additional 10% increase in rainfall intensity, to allow for Climate Change, in

accordance with the Fingal County Council Development Plan and the GDSDS.



11


3.4.3 Proposed Surface Water Catchment Areas

As discussed previously, the proposed development will consist of the

demolition of the existing residential property and the construction of 5nr.

blocks of apartments, totalling 192nr. residential units with partial basement

located under the southern portion of the site. Details of the proposed site

layout is illustrated in Figure 1.2.

Intensive landscaping and associated infrastructure will be provided

throughout, in order to serve the proposed development.

For the purpose of the surface water network design simulation, we have

considered all roof and paving (roads, footpaths, car parking) areas as being

100% impermeable; giving a winter global runoff coefficient, Cv, of 0.84, in

accordance with the HR Wallingford and Modified Rational Method for runoff.

All car parking areas is to comprise pervious paving treatment, comprising

porous asphalt with permeable layers as a base. These will drain to the

proposed surface water drainage network via a perforated underdrain.

The area between blocks C, D and E is to be intensively landscaped, above

podium slab, with a typical build-up of 500mm – 750mm soil. This area has

been assigned a 60% impermeable factor, as it contributes to the drainage

network.

All other areas within the site boundary are to be intensively landscaped also

but above natural ground, allowing for natural drainage or significantly slower

contribution to the overall network, so have not been included in the catchment

area.

3.4.4 Proposed Development Rainfall Runoff

It is proposed to reduce and restrict the rainfall runoff, discharging from the

proposed development, to the greenfield equivalent, QBARRURAL, runoff rate, as

per the FSR ICP SuDS method, which is based on the IH124 method for

catchments smaller than 25km2 in area.

This is to be achieved with the provision of a flow restrictor (Hydro-Brake

Optimum by Hydro-International, or similar approved) prior to discharging to



12


the existing open drains at the north western corner of the site, with the

appropriate measures of attenuation provided. Sub-catchment flow-control

devices and associated attenuation are also to be strategically provided, in

order to maximise SuDS benefits and avail of the central open space for

preliminary attenuation.

Refer to Figure 3.2 for an excerpt from the results MicroDrainage Runoff

Calculator for the proposed development catchment area (c.1.77-hectares),

which indicates the greenfield equivalent, QBARRURAL, value of 9.0 l/s (5.15

l/s/ha) along with the calculated runoff for varying Average Recurrence

Intervals (ARI).

3.4.5 Proposed Surface Water Pipe Network Design

The overall surface water drainage system, serving the proposed development,

is to consist of a gravity sewer network that will convey runoff from the roofs

and paved areas to the outfall manhole, which will discharge a controlled flow

rate to the public surface water drainage infrastructure at Carpenterstown

Road, which fronts the northern boundary of the proposed development.

It is proposed to sub-divide the drainage catchments within the overall site

area, by providing flow controls and temporary underground attenuation at

strategic locations, in order to efficiently achieve the required greenfield runoff

equivalent flow rate.

The proposed piped-network has been designed in accordance with BS EN 752

and all new infrastructure is to be compliant with the requirements of the

GDSDS and the GDRCOP for Drainage Works, with minimum full bore velocities

of 1.0 m/s achieved throughout.

All main surface water carrier pipes have been sized to ensure no surcharging

of the proposed drainage network for rainfall events up to, and including, the

1 in 5-year ARI event, with a projected climate change allowance of 10%

increase in rainfall intensity, with no flooding from manholes experienced

during design rainfall events up to, and including, the 1% AEP event.



13


3.4.6 Proposed Surface Water Attenuation Storage

Temporary underground attenuation is to be provided at strategic locations, in

order to restrict discharge rates from the development’s surface water network

to the greenfield equivalent flow rate. The attenuation has been designed to

temporarily store the surface water runoff for design rainfall events up to, and

including, the 1% AEP with a 10% increase in rainfall intensity.

The temporary attenuation is to be provided in the form of underground cellular

storage units, such as the Y-ESS Pluvial Cube Modular Geo-Void System, or

similar approved product in Appendix G, which provide low flow channel, silt

management, high structural strength and durability and quality access for

inspection and maintenance, as discussed with Fingal County Council Water

Service Department at the PAC meeting on 14th February 2019 and as

submitted by email on 26th February 2019.

The proposed cellular storage units are to be fully sealed with an impermeable

liner, with no infiltration, due to poor results from site investigation and the

proximity to structures.

Figure 3.4 – Attenuation areas

On-Podium Attenuation

Attenuation under Pervious Paving

Extensive Green Roof

Attenuation



Pervious Paving (Brown)






14


3.5 Specific SuDS Measures Proposed

The proposed development is to contain the following measures of Sustainable

Drainage Systems:

Limiting discharge. The design outflow from the overall development is to be

restricted to a maximum total outflow rate of 9.0 l/s (5.15 l/s/ha), which is

the equivalent greenfield runoff. Refer to Section 3.3.3 and Section 3.4.4 for

further details.

Pervious Paving, in the form of porous asphalt, or similar approved, is to be

provided for all external car parking, which will have a layer of permeable

drainage stone underneath for further attenuation. This will attenuate rainfall

runoff from each property prior to entering the main surface water drainage

network via a perforated underdrain, while also providing at source treatment

for improved water quality.

Attenuation Storage will be provided using underground proprietary cellular

storage units, located at strategic locations, as outlined in Section 3.4.6. This

is to be provided, in order to temporarily store excessive surface water, due to

the restricted flow rates, during rainfall events up to, and including the design

1% AEP with a 10% additional allowance for climate change.

Temporary attenuation will also be achieved within the intensive landscaping,

above podium slab, along with the drainage layer underneath the pervious

paving, described above. Refer to Figure 3.4 for location of proposed

attenuation systems.

Intensive Landscaping is provided throughout this development, with all

external areas to be intensively landscaped and pervious in nature, with the

exception of the vehicular carriageways. The area between the northern Blocks

A and B contains a significant number of mature trees with new trees also being

provided to complement these, which results in this area being preserved

similar to existing. Further, all external areas above podium slab and

surrounding Blocks C, D and E, is to comprise a deep soil substrate with light



15


vegetation. All pedestrian paths through this area is also to be pervious in

nature. Refer to Landscape Architect design layout for further details.

Extensive Green Roofs are to be provided above external covered bike stores

and bin stores, along with at the lower level, inaccessible, roof areas to Blocks

C and D.

Water Quality of the surface water, discharging from site, is to be improved

with the following provisions:

Pervious Paving in all external car parking areas, as described above;

Intensive landscaping, on podium slab along with a significant area of

the remaining site area;

Provision of extensive green roofs, where practicable;

Trapped road gullies on all road carriageways, to trap silt and gross

pollutants;

Silt traps to be provided on manholes immediately upstream of

attenuation systems, as a further preventative measure to trap silt and

other gross pollutants;

Class 1 Bypass fuel separator to be provided prior to discharging from

site.



16


Figure 3.5 - Drainage Design Layout

3.6 Taking in Charge

As discussed at the Section 247 meetings with Fingal County Council, it is

proposed that all new surface water infrastructure, is not to be offered to be

taken in charge by Fingal County Council. However, it should be noted that the

proposed drainage infrastructure has been designed in accordance with the

guidance documents listed in Section 2.

3.7 Maintenance

Road gullies, flow control devices and attenuation systems, should be

maintained, as appropriate and in accordance with manufacturer’s

recommendations and guidelines.

3.8 Surface Water Impact Assessment

The design criteria for the drainage system are established in GDSDS-RDP

Volume 2, Section 6.3.4 and explained further in GDSDS-RDP Volume 2,

Appendix E. There are four design criteria, each of which has been considered

for the subject site:

On-Podium Attenuation

Development Surface Water Connection to Public Sewer



Attenuation








17


River Water Quality Protection;

River Regime Protection;

Level of Service (flooding) for the site and;

River Flood Protection.

3.9 Criterion 1 – River Water Quality Protection

It is proposed that the overall drainage system, serving this development, will

contain a range of surface water treatment methods, as outlined previously in

Section 3.5, which will improve the quality of surface water being discharged

from the proposed development.

Gross pollutants, sediments, hydrocarbons, and other impurities, will be

removed at source with the following provisions:

a) Pervious Paving to all external car parking areas;

b) Intensive landscaping, above podium slab and throughout the

development;

c) Extensive Green Roofs, where practicable;

d) Silt-traps prior to attenuation storage area.

e) All road gullies are to be trapped;

f) Fuel separator prior to discharge from the development.

The above proposals therefore satisfy Criterion 1.

3.10 Criterion 2 – River Regime Protection

Surface water discharge from the overall development will be restricted to an

equivalent rural runoff rate of 9.0 l/s (5.15 l/s/ha), as per the Fingal County

Council Development Plan and the GDSDS. Refer to Section 3.4.4 for further

details.

This will be achieved with the provision of a flow restrictor (Hydro-Brake

Optimum, by Hydro-International, or similar approved) upstream of the outfall

manhole.

Refer also to Appendix B for results QBARRURAL calculation results, which have

been carried out using the ICP SUDS Method on MicroDrainage software.



18


Therefore the proposed surface water drainage network and subject

development satisfies Criterion 2.

3.11 Criterion 3 – Level of Service (Flooding) Site

There are four sub-criteria for the required level of service, for a new

development; as set out in the GDSDS Volume 2, Section 6.3.4 (Table 6.3).

No flooding on site except where planned (30-year high intensity rainfall

event);

No internal property flooding (100-year high intensity rainfall event);

No internal property flooding (100-year river event and critical duration

for site) and;

No flood routing off site except where specifically planned. (100-year

high intensity rainfall event).

3.11.1 Sub-Criterion 3.1

The surface water drainage systems, serving the proposed development,

have been designed to accommodate the 100-year return period rainfall

event (including an allowance of 10% increase in rainfall intensity for

climate change) without flooding. Therefore, the system has capacity for

the 30-year return period rainfall event without flooding.

The performance of the proposed drainage system has been analysed for

design rainfall events up to, and including, the 1% AEP event (incl. 10%

climate change allowance) using the MicroDrainage Network Design

Software, by Innovyze Inc. Refer to Appendix C for details of design

criteria, calculations and results. The analyses indicate that no flooding will

occur for design rainfall events up to, and including, the 1% AEP.





climate change) without flooding.



19


The performance of the proposed drainage system in 100-year return

period storm events (incl. 10% climate change allowance) has been

analysed – Refer Appendix C for calculations. The analyses show that no

flooding will occur in 100-year return period storm events.


Details of the flood risk assessment associated with the proposed

development is outlined in Section 4 of this report. The assessment

indicates that there is no apparent risk of internal property flooding for a

design 100-year return period pluvial rainfall event (including 10% climate

change allowance).





climate change) without flooding, so no flood routing off site will be

experienced for such a rainfall event.

The performance of the proposed drainage system in 100-year return

period storm events (incl. 10% climate change allowance) has been

analysed – Refer Appendix C for calculations. The analyses show that no

flooding will occur in 100-year return period storm events.

Details of the flood risk assessment associated with the proposed

development is outlined in Section 4 of this report. This assessment, along

with the network design simulation results, from the MicroDrainage Network

Analysis, indicates that no internal property flooding will occur in a 100-

year return period fluvial flood event (including 10% climate change

allowance).

Therefore the proposed surface water drainage network and subject

development satisfies Criterion 3.



20


3.12 Criterion 4 – River Flood Protection

As outlined in Section 3.10 (Criterion 2), the surface water runoff from the

development’s catchment will be limited to a maximum of 9.0 l/s (5.15

l/s/ha).

Refer to Section 3.4.3 and Section 3.7 for further details on the limiting

discharge rates. The GDSDS Volume 2, Appendix E states that this practice

ensures “that sufficient stormwater runoff retention is achieved to protect the

river during extreme events”.

Attenuation storage is to be provided for the 100-year return period rainfall

event (including an increased 10% rainfall intensity; to allow for climate

change). Discharge from site is to be achieved through the use of a vortex flow

control device (e.g. Hydro-Brake Optimum, by Hydro-International, or similar

approved), which will reduce the risk of blockage present with other flow

devices.

Refer to Appendix C for details of hydraulic modelling calculations of

attenuation and flow control facilities, as carried out using MicroDrainage

software by Innovyze Inc. Therefore the proposed surface water drainage

network and subject development satisfies Criterion 4.



21


4 FLOOD RISK ASSESSMENT

This section assesses the potential flood risks associated with the proposed

development, as per the regulations and guidelines outlined in Section 2.

Refer to Section 1.4 and Section 1.5 for site topography details and further

layout context.

The proposed residential development is considered Highly Vulnerable, in

accordance with the PSFRM Guidelines.

4.1 Historical Flooding

There are no reported incidents of flooding in the vicinity of the site, as outlined

on the OPW’s online National Flood Hazard Mapping website

www.floodmaps.ie.

Figure 4.1 - National Flood Hazard Mapping (excerpt from www.floodmaps.ie)

4.2 Fluvial Flooding

The proposed development is located approximately 1.25km north of the River

Liffey and approximately 1.9km south of the River Tolka. A review of the OPWs

Site Location

http://www.floodmaps.ie/



22


Catchment Flood Risk Assessment Mapping (CFRAM) indicates that the

proposed development is located outside of Flood Zone A and Flood Zone B of

the predicted 1% AEP flood extent of both the River Tolka and the River Liffey.

It is noted that the proposed development is not located within any of the

available CFRAM series of mapping due to its distance from the predicted flood

extents. Refer to Figure 4.2 for context.

Figure 4.2 - Rivers Liffey and Tolka CFRAM extent (excerpt from www.floodinfo.ie)

Therefore, the proposed development is not considered at risk of fluvial

flooding from the River Liffey and the River Tolka and is deemed acceptable for

use.

4.3 Coastal Flooding

The proposed development is not at risk of coastal flooding, due to the location

of the site, >11.25km west of the eastern coast of Ireland.

4.4 Pluvial Flooding

A review of the OPW’s online pluvial flood risk mapping indicates that the

proposed development does not appear to be at risk from pluvial flooding, in

its existing condition.

Site Location

River Liffey 1% AEP Predicted Flood Extent

River Tolka 1% AEP Predicted Flood Extent



23


Figure 4.3 - OPW Pluvial Flood Risk Mapping (excerpt from www.floodinfo.ie)

As detailed within Section 3 of this report, the proposed surface water drainage

network, as part of this development, has been designed to ensure that no

flooding is experienced during design rainfall events up to and including the

1% AEP, including an additional 10% intensity for climate change projections.

The above ensures that pluvial flooding is not considered a significant risk to

the proposed the development, nor as a result of the proposed development.

Site Location



24


5 WASTEWATER DRAINAGE

5.1 Overview

All proposed wastewater sewer design has been carried out in accordance with

Irish Water’s Code of Practice for Wastewater Infrastructure. The existing site

is currently greenfield, with no existing wastewater discharge to the public

wastewater infrastructure.

A Pre-Connection Enquiry Form (IW Ref Nr. 387807675) was submitted to

Irish Water for a total of 196nr. domestic units, with confirmation of feasibility

confirmed by return of letter. Refer to Appendix E for a copy of the

Confirmation of Feasibility letter, as issued on 3rd December 2018.

Following further consultation with Irish Water, a Statement of Design

Acceptance was issued on 7th October 2019.

5.2 Existing Wastewater Drainage

The existing property, within the proposed development boundary, currently

discharges wastewater to an on-site septic tank.

The Irish Water public drainage records indicate that there is an existing public

225mm wastewater network at Carpenterstown Road, adjacent to the north

western corner of the site. Refer to Appendix A for a copy of public records,

showing existing wastewater infrastructure, along with a confirmation later of

taken in charge infrastructure.

Irish Water have confirmed the existing public wastewater infrastructure has

capacity to take the discharge from the proposed development, by return of

Confirmation of Feasibility Letter.

5.3 Proposed Wastewater Drainage

It is proposed to separate the wastewater and surface water drainage

networks, which will serve the proposed development, and provide

independent connections to the local public wastewater sewer and local surface

water sewer networks respectively. Please refer to Section 3 for details of the

proposed surface water drainage design strategy.



25


The wastewater drainage from each block is to connect to a gravity pipe

network, which is to be installed to serve the proposed development, prior to

outfalling to the existing public sewer that is located adjacent to the northwest

corner of the site.

All proposed wastewater drainage infrastructure has been designed in

accordance with the Building Regulations Part H and Irish Water’s Code of

Practice for Wastewater Infrastructure.

5.4 Taking In Charge

All new wastewater drainage infrastructure, installed to serve the proposed

development is not to be offered to Irish Water for to be taken-in-charge.

5.5 Calculations

As outline earlier, it is proposed to discharge the wastewater flows, from the

proposed development, to the existing public wastewater sewer at

Carpenterstown Road, to the south of the site, at a location to be agreed with

Irish Water.

The total peak design flow from this proposed development has been

calculated as 6.19 l/s. Refer to Appendix D for wastewater loading

calculations and network design tables, which have been carried out in

accordance with Irish Water’s Code of Practice for Wastewater Infrastructure,

IW-CDS-5030-03.

5.6 Consultation

Consultation was had with Fingal County Council at the Section 247 meetings,

noted in Section 3.2.

A Pre Connection Enquiry Form was submitted to Irish Water, with a

Confirmation of Feasibility Letter returned, confirming that the existing

wastewater drainage infrastructure has sufficient capacity to serve the

proposed development, as outlined in Section 5.2.





26




27


6 POTABLE WATER SUPPLY

All proposed potable water design has been carried out in accordance with Irish

Water’s Code of Practice for Water Infrastructure, IW-CDS-5020-03. The pre-

existing site was typically commercial and industrial in nature with all water

usage sourced directly from the local public water infrastructure.

A Pre-Connection Enquiry Form (IW Ref Nr. 387807675) was submitted to

Irish Water for a total of 196nr. domestic units, with confirmation of feasibility

confirmed by return of letter. Refer to Appendix E for a copy of the

Confirmation of Feasibility letter, as issued on 3rd December 2018.



6.1 Connection to the Existing Network

It is proposed to provide a 150mm high density polyethylene connection to the

existing 300mm MOPVC/ Ductile Iron watermain on Carpenterstown Road.

(Refer to Appendix A for details of existing watermain infrastructure records

along with a confirmation later of taken in charge infrastructure), in order to

serve the proposed development.

The proposed connection is to be carried out in accordance with Irish Water’s

Code of Practice for Water Infrastructure, following agreement with Irish

Water, with a bulk water meter to be provided at the development’s entrance.

6.2 Water Saving Devices

Water saving devices are to be considered for use within the proposed

development units, in order to conserve the use of water, as part of the internal

fit-out.

6.3 Water Meters

A bulk water meter is to be provided at the connection to the public watermain,

at the development entrance, with individual blocks and residential units

metered to Irish Water’s requirements.



28


6.4 Layout

Refer to drawing G451-OCSC-XX-XX-DR-C-0550 for the proposed

watermain design layout, which has been designed in accordance with the Irish

Water Code of Practice for Water Infrastructure.

6.5 Consultation

Consultation was had with Fingal County Council at the Section 247 meetings,

noted in Section 3.2.

A Pre Connection Enquiry Form was submitted to Irish Water, with a

Confirmation of Feasibility Letter returned, confirming that the existing water

drainage infrastructure has sufficient capacity to serve the proposed

development. Refer to Appendix E for a copy of the Confirmation of Feasibility

letter, as issued by Irish Water.





29


7 ROAD DESIGN

Taking into consideration the layout of the proposed development, particularly

in the context of the wider network, it contains relatively minimal proposals

with respect to roads, all of which are internal and to serve the proposed

development only. On this basis, all aspects of the proposed roads design have

been designed in accordance with the appropriate sections of the Design

Manual for Urban Roads & Streets (DMURS) with addition reference to other

relevant guidelines including the Traffic Signs Manual (TSM) and the Fingal

Development Plan 2017-2023.

The roads elements of this project have been classified as local streets as per

Table 3.1 of DMURS, shown below.

Figure 7.1 - Road Hierarchy Excerpt from DMURS

7.1 Site Entrances

The primary entrance to the development is proposed in the northeast corner

of the site and will operate under a simple priority configuration. An additional



30


exit only is proposed in the northwest corner of the site to facilitate the

proposed one-way road along the northern face of the development.

All entrances have a corner radii of 3.0m in compliance with Section 4.3.3 of

DMURS which encourages smaller radii to reduce vehicle speeds and improve

cyclist and pedestrian safety, as per the below extract.

Figure 7.2: DMURS Extract on Benefits of Reduced Corner Radii

Road markings at the respective entrances are proposed in accordance with

Section 4.2.4 of DMURS and Chapter 7 of the TSM.

The entrances also include a ramp treatment to ensure there is no change in

the level to the pedestrian footway in compliance with Section 4.3.1 of DMURS.

Tactile paving is also proposed to facilitate safe pedestrian movement.



31


A sight lines assessment has been carried out for each vehicular entrance in

accordance with the guidance set out in DMURS Section 4.4.5. This shows that

the required visibility of 45.0m is achieved in accordance with Table 4.2 of

DMURs, recreated below.

Figure 3: DMURS Table 4.2 Forward Visibility Requirements

7.2 Internal Roads

Internal roads consist of a mixture of two-way roads running north-south to

the proposed entrances on the east and west sides of the development

respectively. The former provides access to surface level car parking and the

basement car park ramp which the latter provides access to additional surface

car parking.

These two-way roads are linked via a proposed one-way road across the

northern front of the development. The rationale behind making this link one-

way is based on a desire to leave the maximum possible space available for a

future cycle track proposed by Fingal County Council and the National

Transport Authority. This is discussed in further detail in the Traffic Impact

Assessment submitted under separate cover.

The two-way roads range in width from 5.5-6.0m while the one-way link is

3.25m wide.



32


7.3 Fire Tender

Access for fire tender and other emergency vehicles is also catered for via the

north-south link with a swept path analysis having been carried out for such

vehicles with drawings submitted separately in support of this application.

7.4 Traffic Impact Assessment

An assessment of the impact of the development on the local traffic is detailed

in the Traffic Impact Assessment Report, G451-OCSC-XX-XX-RP-C-0003,

which has been submitted under separate cover as part of this application.

Mark Killian

(MSc BE CEng MIEI)

For OCSC MULTIDISCIPLINARY CONSULTING ENGINEERS

APPENDIX A. FINGAL COUNTY COUNCIL AND IRISH WATER PUBLIC RECORDS

Appendix A

Fingal Co.Co. & Irish Water Public Records

© Ordnance Survey Ireland

Irish Water Carpenterstown Road Dublin 15

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 best available information

provided by each Local Authority in Ireland. It should not be relied upon in the event of

excavations or other works being carried out in the vicinity of the network. The onus is on the

parties carrying out the works to ensure the exact location of the network is identified prior to

mechanical works being carried out. Service pipes are not generally shown but their

presence should be anticipated. © Irish Water

Lege

ndSt

orm

wate

r Gra

vity M

ains (

Irish

Wate

r Own

ed)

Surface

Stor

mwa

ter G

ravit

y Main

s (No

n-Iri

sh W

ater

Own

ed)

Surface

Stor

m M

anho

lesCascade

Catchpit

Hatchbox

Lamphole

Standard

Other; Unknown

Stor

m In

lets

Gully

Standard

Other; Unknown

Stor

m F

ittin

gsVent/Col

Other; Unknown

Stor

m D

ischa

rge P

oints

Outfall

Overflow

Soakaway

Other; Unknown

Storm Culverts

Storm Clean Outs

Sewe

r Gra

vity M

ains (

Irish

Wate

r own

ed)

Combined

Foul

Overflow

Unknown

Sewe

r Gra

vity M

ains (

Non-

Irish

Wat

er ow

ned)

Combined

Foul

Overflow

Unknown

11/15/2018, 2:56:43 PM

00.055

0.11

0.0275

mi

00.085

0.17

0.0425

km

1:2,257

© Ordnance Survey Ireland | © Ordnance Survey Ireland |

Reproduced from the Ordnance

Survey Of Ireland by Permission of the

Government. License No. 3-3-34

“Gas Networks Ireland (GNI), their affiliates and assigns, accept no responsibility for any information contained in

this document concerning location and technical designation of the gas distribution and transmission network (“the

Information”). Any representations and warranties express or implied, are excluded to the fullest extent permitted by

law. No liability shall be accepted for any loss or damage including, without limitation, direct, indirect, special,

incidental, punitive or consequential loss including loss of profits, arising out of or in connection with the use of the

Information (including maps or mapping data). NOTE: DIAL BEFORE YOU DIG Phone 1850 427 747 or e-mail

[email protected] – The actual position of the gas/electricity distribution and transmission network must be

verified on site before any mechanical excavating takes place. If any mechanical excavation is proposed, hard copy

maps must be requested from GNI re gas. All work in the vicinity of the gas distribution and transmission network

must be completed in accordance with the current edition of the Health & Safety Authority publication, ‘Code of

Practice For Avoiding Danger From Underground Services’ which is available from the Health and Safety Authority

(1890 28 93 89) or can be downloaded free of charge at www.hsa.ie.”

´

APPENDIX B. QBAR RUNOFF CALCULATIONS & NETWORK DESIGN TABLES

Appendix B

QBAR Runoff Calculations & Network Design Tables

O'Connor Sutton Cronin Page 1

9 Prussia Street Residential Development

Dublin 7 Carpenterstown Road

Ireland

Date 21/01/2019 Designed by MK

File Checked by AO'B

XP Solutions Source Control 2018.1

ICP SUDS Mean Annual Flood

©1982-2018 Innovyze

Input

Return Period (years) 5 Soil 0.450

Area (ha) 1.750 Urban 0.000

SAAR (mm) 800 Region Number User Defined

User Defined Growth Curve

Filename gdsds_Growth Curve.gcfx Description GDSDS

Return Period

(years)

Growth Curve

Factor

1 0.850

2 0.000

5 0.000

10 1.700

20 0.000

25 0.000

30 2.100

50 0.000

100 2.600

200 2.900

500 0.000

1000 0.000

Results l/s

QBAR Rural 9.0

QBAR Urban 9.0

Q5 years 0.0

Q1 year 7.6

Q30 years 18.9

Q100 years 23.4

Met Eireann

Return Period Rainfall Depths for sliding Durations

Irish Grid: Easting: 307753, Northing: 236891,

Interval | Years

DURATION 6months, 1year, | 2, 3, 4, 5, 10, 20, 30, 50, 75, 100, 150, 200, 250, 500,

5 mins 2.4, 3.5, | 4.1, 5.0, 5.6, 6.1, 7.7, 9.6, 10.8, 12.6, 14.2, 15.5, 17.4, 19.0, 20.2, N/A ,

10 mins 3.3, 4.8, | 5.7, 6.9, 7.8, 8.5, 10.7, 13.4, 15.1, 17.6, 19.8, 21.6, 24.3, 26.4, 28.2, N/A ,

15 mins 3.9, 5.7, | 6.7, 8.2, 9.2, 10.0, 12.6, 15.7, 17.8, 20.7, 23.3, 25.4, 28.6, 31.1, 33.2, N/A ,

30 mins 5.2, 7.4, | 8.7, 10.5, 11.8, 12.8, 16.0, 19.8, 22.2, 25.8, 28.9, 31.4, 35.2, 38.2, 40.6, N/A ,

1 hours 6.9, 9.7, | 11.2, 13.5, 15.1, 16.3, 20.3, 24.9, 27.9, 32.1, 35.9, 38.8, 43.3, 46.8, 49.8, N/A ,

2 hours 9.1, 12.6, | 14.6, 17.4, 19.4, 20.9, 25.8, 31.3, 34.9, 40.0, 44.5, 48.0, 53.3, 57.5, 60.9, N/A ,

3 hours 10.7, 14.8, | 17.0, 20.2, 22.4, 24.1, 29.6, 35.7, 39.8, 45.4, 50.4, 54.3, 60.2, 64.8, 68.6, N/A ,

4 hours 12.0, 16.5, | 18.9, 22.4, 24.8, 26.7, 32.6, 39.3, 43.7, 49.8, 55.2, 59.3, 65.7, 70.6, 74.6, N/A ,

6 hours 14.1, 19.3, | 22.0, 26.0, 28.7, 30.8, 37.5, 45.0, 49.8, 56.6, 62.6, 67.1, 74.1, 79.5, 84.0, N/A ,

9 hours 16.6, 22.5, | 25.6, 30.2, 33.2, 35.6, 43.1, 51.4, 56.8, 64.3, 70.9, 76.0, 83.7, 89.7, 94.6, N/A ,

12 hours 18.6, 25.1, | 28.5, 33.5, 36.8, 39.4, 47.5, 56.6, 62.4, 70.5, 77.6, 83.0, 91.3, 97.6, 102.9, N/A ,

18 hours 21.9, 29.4, | 33.2, 38.8, 42.6, 45.4, 54.6, 64.7, 71.2, 80.1, 88.0, 94.0, 103.1, 110.1, 115.8, N/A ,

24 hours 24.6, 32.8, | 37.0, 43.1, 47.2, 50.3, 60.3, 71.1, 78.1, 87.8, 96.2, 102.6, 112.4, 119.8, 126.0, 147.0,

2 days 30.6, 39.8, | 44.5, 51.3, 55.8, 59.1, 69.8, 81.4, 88.7, 98.8, 107.5, 114.1, 124.1, 131.7, 137.8, 158.9,

3 days 35.4, 45.5, | 50.6, 57.9, 62.7, 66.3, 77.6, 89.8, 97.5, 108.0, 117.0, 123.8, 134.1, 141.9, 148.2, 169.7,

4 days 39.7, 50.5, | 55.9, 63.7, 68.7, 72.5, 84.4, 97.2, 105.2, 116.0, 125.4, 132.4, 143.0, 150.9, 157.4, 179.3,

6 days 47.1, 59.2, | 65.2, 73.7, 79.2, 83.4, 96.3, 109.9, 118.5, 130.0, 139.9, 147.3, 158.4, 166.8, 173.5, 196.3,

8 days 53.7, 66.8, | 73.3, 82.5, 88.4, 92.8, 106.6, 121.0, 130.1, 142.2, 152.6, 160.3, 171.9, 180.6, 187.6, 211.2,

10 days 59.7, 73.8, | 80.7, 90.5, 96.7, 101.4, 115.9, 131.1, 140.6, 153.2, 164.0, 172.1, 184.1, 193.0, 200.3, 224.6,

12 days 65.3, 80.3, | 87.6, 97.9, 104.4, 109.4, 124.5, 140.4, 150.2, 163.4, 174.6, 182.9, 195.3, 204.5, 212.0, 237.0,

16 days 75.7, 92.2, | 100.3, 111.5, 118.6, 124.0, 140.3, 157.3, 167.9, 181.9, 193.7, 202.6, 215.7, 225.4, 233.3, 259.5,

20 days 85.4, 103.3, | 111.9, 124.0, 131.6, 137.3, 154.7, 172.8, 183.9, 198.7, 211.1, 220.4, 234.1, 244.3, 252.5, 279.8,

25 days 96.7, 116.1, | 125.5, 138.4, 146.6, 152.7, 171.4, 190.6, 202.3, 218.0, 231.1, 240.9, 255.3, 266.0, 274.6, 303.0,

NOTES:

N/A Data not available

These values are derived from a Depth Duration Frequency (DDF) Model

For details refer to:

’Fitzgerald D. L. (2007), Estimates of Point Rainfall Frequencies, Technical Note No. 61, Met Eireann, Dublin’,

Available for download at www.met.ie/climate/dataproducts/Estimation-of-Point-Rainfall-Frequencies_TN61.pdf

APPENDIX C. SURFACE WATER DESIGN & ATTENUATION CALCULATIONS

- Design Criteria;

- Area Summary;

- Network Design & Results Table;

- Simulation Criteria;

- Hydrobrake / Controls & Storage Design;

- Summary of Results.

Appendix C

Surface Water Design and Attenuation Calculations

O'Connor Sutton Cronin

Page 1

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK

File G451-MD-S2-P01.07.mdx

Checked by AH

XP Solutions

Network 2018.1

STORM SEWER DESIGN by the Modified Rational Method

Design Criteria for Surface Water


Pipe Sizes

GDSDS

Manhole Sizes

GDSDS

FSR Rainfall Model - Scotland and Ireland

Return Period (years)

5Foul Sewage (l/s/ha)

0.000

Maximum Backdrop Height (m)

3.000

M5-60 (mm)

16.300

Volumetric Runoff Coeff.

0.840

Min Design Depth for Optimisation (m)

0.750

Ratio R

0.276

PIMP (%)

100

Min Vel for Auto Design only (m/s)

1.00

Maximum Rainfall (mm/hr)

50

Add Flow / Climate Change (%)

20

Min Slope for Optimisation (1:X)

300

Maximum Time of Concentration (mins)

30

Minimum Backdrop Height (m)

0.000

Designed with Level Soffits

Time Area Diagram for Surface Water

Time

(mins)

Area

(ha)

Time

(mins)

Area

(ha)

Time

(mins)

Area

(ha)

0-4

0.487

4-8

0.572

8-12

0.085

Total Area Contributing (ha) = 1.144

Total Pipe Volume (m³) = 40.473

Network Design Table for Surface Water


Page 2

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



PN

Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Section Type

Auto

Design

Network Results Table

PN

Rain

(mm/hr)

T.C.

(mins)

US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Foul

(l/s)

Add Flow

(l/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)


Page 3

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



PN

Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Section Type

Auto

Design

SW1.000

8.040

0.054

150.0

0.027

4.00

0.0

0.600

o225

Pipe/Conduit

SW1.001

33.469

0.223

150.0

0.028

0.00

0.0

0.600

o225

Pipe/Conduit

SW2.000

12.252

0.204

60.0

0.043

4.00

0.0

0.600

o150

Pipe/Conduit

SW1.002

9.253

0.093

100.0

0.017

0.00

0.0

0.600

o225

Pipe/Conduit

SW3.000

9.505

0.158

60.0

0.000

4.00

0.0

0.600

o150

Pipe/Conduit

SW1.003

8.176

0.082

100.0

0.000

0.00

0.0

0.600

o225

Pipe/Conduit


PN

Rain

(mm/hr)

T.C.

(mins)

US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Foul

(l/s)

Add Flow

(l/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

SW1.000

50.00

4.13

60.525

0.027

0.0

0.0

0.8

1.07

42.4

4.9

SW1.001

50.00

4.65

60.471

0.055

0.0

0.0

1.7

1.07

42.4

9.9

SW2.000

50.00

4.16

60.525

0.043

0.0

0.0

1.3

1.30

23.0

7.9

SW1.002

50.00

4.77

60.246

0.115

0.0

0.0

3.5

1.31

52.0

20.9

SW3.000

50.00

4.12

60.525

0.000

0.0

0.0

0.0

1.30

23.0

0.0

SW1.003

50.00

4.87

60.153

0.115

0.0

0.0

3.5

1.31

52.0

20.9


Page 4

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



PN

Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Section Type

Auto

Design

SW1.004

25.453

0.127

200.0

0.085

0.00

0.0

0.600

o450

Pipe/Conduit

SW4.000

19.440

0.324

60.0

0.048

4.00

0.0

0.600

o150

Pipe/Conduit

SW1.005

17.079

0.085

200.0

0.022

0.00

0.0

0.600

o450

Pipe/Conduit

SW5.000

8.765

0.146

60.0

0.023

4.00

0.0

0.600

o150

Pipe/Conduit

SW1.006

11.209

0.075

150.0

0.021

0.00

0.0

0.600

o225

Pipe/Conduit


PN

Rain

(mm/hr)

T.C.

(mins)

US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Foul

(l/s)

Add Flow

(l/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

SW1.004

50.00

5.17

59.100

0.200

0.0

0.0

6.1

1.43

228.1

36.3

SW4.000

50.00

4.25

60.525

0.048

0.0

0.0

1.4

1.30

23.0

8.7

SW1.005

50.00

5.37

58.973

0.269

0.0

0.0

8.2

1.43

228.1

49.0

SW5.000

50.00

4.11

59.750

0.023

0.0

0.0

0.7

1.30

23.0

4.1

SW1.006

50.00

4.18

58.887

0.000

10.0

0.0

1.7

1.07

42.4

10.0


Page 5

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



PN

Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Section Type

Auto

Design

SW6.000

7.225

0.048

150.0

0.000

4.00

0.0

0.600

o225

Pipe/Conduit

SW7.000

15.445

0.103

150.0

0.054

4.00

0.0

0.600

o225

Pipe/Conduit

SW7.001

8.681

0.058

150.0

0.059

0.00

0.0

0.600

o225

Pipe/Conduit

SW7.002

13.937

0.005

2787.3

0.031

0.00

0.0

0.600

o450

Pipe/Conduit

SW8.000

15.962

0.106

150.0

0.031

4.00

0.0

0.600

o225

Pipe/Conduit

SW8.001

8.997

0.060

150.0

0.032

0.00

0.0

0.600

o225

Pipe/Conduit

SW8.002

16.295

0.005

3259.0

0.025

0.00

0.0

0.600

o450

Pipe/Conduit


PN

Rain

(mm/hr)

T.C.

(mins)

US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Foul

(l/s)

Add Flow

(l/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

SW6.000

50.00

4.11

60.275

0.000

0.0

0.0

0.0

1.07

42.4

0.0

SW7.000

50.00

4.24

61.150

0.054

0.0

0.0

1.6

1.07

42.4

9.8

SW7.001

50.00

4.38

61.047

0.113

0.0

0.0

3.4

1.07

42.4

20.5

SW7.002

50.00

5.00

60.764

0.143

0.0

0.0

4.3

0.38

59.8

26.1

SW8.000

50.00

4.25

61.150

0.031

0.0

0.0

0.9

1.07

42.4

5.7

SW8.001

50.00

4.39

61.044

0.063

0.0

0.0

1.9

1.07

42.4

11.5

SW8.002

50.00

5.17

60.759

0.088

0.0

0.0

2.7

0.35

55.1

16.1


Page 6

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



PN

Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Section Type

Auto

Design

SW9.000

16.185

0.108

150.0

0.057

4.00

0.0

0.600

o225

Pipe/Conduit

SW9.001

8.971

0.060

150.0

0.058

0.00

0.0

0.600

o225

Pipe/Conduit

SW9.002

39.539

0.005

7907.9

0.056

0.00

0.0

0.600

o450

Pipe/Conduit

SW7.003

5.501

0.092

60.0

0.000

0.00

0.0

0.600

o225

Pipe/Conduit

SW6.001

20.790

0.139

150.0

0.000

0.00

0.0

0.600

o225

Pipe/Conduit

SW6.002

11.339

0.076

150.0

0.028

0.00

0.0

0.600

o225

Pipe/Conduit

SW10.000

30.198

0.201

150.0

0.031

4.00

0.0

0.600

o225

Pipe/Conduit


PN

Rain

(mm/hr)

T.C.

(mins)

US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Foul

(l/s)

Add Flow

(l/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

SW9.000

50.00

4.25

61.150

0.057

0.0

0.0

1.7

1.07

42.4

10.3

SW9.001

50.00

4.39

61.042

0.115

0.0

0.0

3.5

1.07

42.4

20.9

SW9.002

50.00

7.40

60.757

0.171

0.0

0.0

5.2

0.22

34.8

31.1

SW7.003

50.00

4.05

60.752

0.000

5.0

0.0

0.8

1.69

67.3

5.0

SW6.001

50.00

4.44

60.227

0.000

5.0

0.0

1.0

1.07

42.4

6.0

SW6.002

50.00

4.62

60.088

0.028

5.0

0.0

1.8

1.07

42.4

11.1

SW10.000

50.00

4.47

60.525

0.031

0.0

0.0

1.0

1.07

42.4

5.7


Page 7

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



PN

Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Section Type

Auto

Design

SW10.001

24.340

0.162

150.0

0.022

0.00

0.0

0.600

o225

Pipe/Conduit

SW10.002

15.244

0.102

150.0

0.000

0.00

0.0

0.600

o225

Pipe/Conduit

SW11.000

11.657

0.194

60.0

0.048

4.00

0.0

0.600

o150

Pipe/Conduit

SW6.003

40.077

0.200

200.0

0.086

0.00

0.0

0.600

o450

Pipe/Conduit

SW6.004

14.232

0.095

150.0

0.026

0.00

0.0

0.600

o225

Pipe/Conduit

SW6.005

19.940

0.133

150.0

0.045

0.00

0.0

0.600

o225

Pipe/Conduit

SW12.000

9.865

0.164

60.0

0.044

4.00

0.0

0.600

o150

Pipe/Conduit


PN

Rain

(mm/hr)

T.C.

(mins)

US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Foul

(l/s)

Add Flow

(l/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

SW10.001

50.00

4.85

60.324

0.053

0.0

0.0

1.6

1.07

42.4

9.7

SW10.002

50.00

5.09

60.161

0.053

0.0

0.0

1.6

1.07

42.4

9.7

SW11.000

50.00

4.15

59.825

0.048

0.0

0.0

1.4

1.30

23.0

8.7

SW6.003

50.00

5.56

59.331

0.214

5.0

0.0

7.5

1.43

228.1

45.0

SW6.004

50.00

4.22

59.130

0.000

5.0

0.0

0.8

1.07

42.4

5.0

SW6.005

50.00

4.53

59.035

0.045

5.0

0.0

2.4

1.07

42.4

14.3

SW12.000

50.00

4.13

59.825

0.044

0.0

0.0

1.3

1.30

23.0

8.1


Page 8

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



PN

Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Section Type

Auto

Design

SW6.006

25.884

0.173

150.0

0.021

0.00

0.0

0.600

o225

Pipe/Conduit

SW6.007

18.526

0.124

150.0

0.000

0.00

0.0

0.600

o225

Pipe/Conduit

SW13.000

8.854

0.148

60.0

0.033

4.00

0.0

0.600

o150

Pipe/Conduit

SW6.008

23.583

0.157

150.0

0.045

0.00

0.0

0.600

o225

Pipe/Conduit

SW1.007

11.494

0.077

150.0

0.000

0.00

0.0

0.600

o225

Pipe/Conduit


PN

Rain

(mm/hr)

T.C.

(mins)

US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Foul

(l/s)

Add Flow

(l/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

SW6.006

50.00

4.40

58.903

0.000

5.0

0.0

0.8

1.07

42.4

5.0

SW6.007

50.00

4.69

58.730

0.000

5.0

0.0

1.0

1.07

42.4

6.0

SW13.000

50.00

4.11

59.425

0.033

0.0

0.0

1.0

1.30

23.0

5.9

SW6.008

50.00

5.06

58.606

0.078

5.0

0.0

3.4

1.07

42.4

20.2

SW1.007

50.00

5.24

58.449

0.078

15.0

0.0

5.4

1.07

42.4

32.2


Page 9

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1

Area Summary for Surface Water


Pipe

Number

PIMP

Type

PIMP

Name

PIMP

(%)

Gross

Area (ha)

Imp.

Area (ha)

Pipe Total

(ha)

1.000

As Zoned

Landscaping

40

0.001

0.000

0.000

Roof

100

0.020

0.020

0.020

Landscaping on Podium

70

0.010

0.007

0.027

1.001

As Zoned

Landscaping

40

0.068

0.027

0.028

2.000

As Zoned

Road

100

0.009

0.009

0.009

Roof

100

0.033

0.033

0.042


70

0.002

0.001

0.043

1.002

As Zoned

Landscaping

40

0.022

0.009

0.009

Road

100

0.007

0.007

0.016

Roof

100

0.001

0.001

0.017

3.000

-

-

100

0.000

0.000

0.000

1.003

-

-

100

0.000

0.000

0.000

1.004

As Zoned

Landscaping

40

0.037

0.015

0.015

Road

100

0.027

0.027

0.041

Permeable Paving

100

0.023

0.023

0.057

As Zoned

Paving

100

0.005

0.005

0.069

Landscaping

40

0.018

0.007

0.076

Road

100

0.007

0.007

0.083

Permeable Paving

100

0.009

0.009

0.092

Roof

100

0.000

0.000

0.092


70

0.000

0.000

0.085

4.000

As Zoned

Landscaping

40

0.000

0.000

0.000

Roof

100

0.048

0.048

0.048

1.005

As Zoned

Paving

100

0.003

0.003

0.003

Road

100

0.145

0.145

0.149

Permeable Paving

100

0.007

0.007

0.022

5.000

As Zoned

Roof

100

0.023

0.023

0.023


Page 10

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



1.006

As Zoned

Paving

100

0.000

0.000

0.000

Landscaping

40

0.001

0.000

0.001

Road

100

0.093

0.093

0.094

Permeable Paving

100

0.000

0.000

0.021

6.000

-

-

100

0.000

0.000

0.000

7.000

As Zoned

Roof

100

0.038

0.038

0.038


70

0.022

0.015

0.054

7.001

As Zoned

Landscaping

40

0.000

0.000

0.000

Roof

100

0.045

0.045

0.045


70

0.019

0.014

0.059

7.002

As Zoned

Roof

100

0.023

0.023

0.023


70

0.012

0.008

0.031

8.000

As Zoned

Roof

100

0.018

0.018

0.018


70

0.019

0.013

0.031

8.001

As Zoned

Roof

100

0.020

0.020

0.020


70

0.017

0.012

0.032

8.002

As Zoned

Landscaping

40

0.000

0.000

0.000

Roof

100

0.000

0.000

0.000


70

0.038

0.026

0.025

9.000

As Zoned

Roof

100

0.022

0.022

0.022


70

0.049

0.035

0.057

9.001

As Zoned

Roof

100

0.032

0.032

0.032


70

0.037

0.026

0.058

9.002

As Zoned

Landscaping

40

0.000

0.000

0.000

Roof

100

0.025

0.025

0.025


70

0.045

0.032

0.056

7.003

-

-

100

0.000

0.000

0.000

Pipe

Number

PIMP

Type

PIMP

Name

PIMP

(%)

Gross

Area (ha)

Imp.

Area (ha)

Pipe Total

(ha)


Page 11

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



6.001

-

-

100

0.000

0.000

0.000

6.002

As Zoned

Landscaping

40

0.034

0.013

0.013

Road

100

0.008

0.008

0.021

Permeable Paving

100

0.006

0.006

0.028

10.000

As Zoned

Landscaping

40

0.078

0.031

0.031

Roof

100

0.000

0.000

0.031


70

0.000

0.000

0.031

10.001

As Zoned

Landscaping

40

0.054

0.022

0.022

Roof

100

0.000

0.000

0.022

10.002

-

-

100

0.000

0.000

0.000

11.000

As Zoned

Landscaping

40

0.000

0.000

0.000

Roof

100

0.048

0.048

0.048

6.003

As Zoned

Landscaping

40

0.017

0.007

0.007

Road

100

0.035

0.035

0.041

Permeable Paving

100

0.039

0.039

0.080

Roof

100

0.005

0.005

0.086

6.004

As Zoned

Paving

100

0.001

0.001

0.001

Landscaping

40

0.000

0.000

0.001

Road

100

0.018

0.018

0.020

Permeable Paving

100

0.000

0.000

0.020

Roof

100

0.007

0.007

0.026

6.005

As Zoned

Paving

100

0.009

0.009

0.009

Landscaping

40

0.005

0.002

0.011

Road

100

0.021

0.021

0.032

Permeable Paving

100

0.014

0.014

0.045

12.000

As Zoned

Landscaping

40

0.000

0.000

0.000

Roof

100

0.044

0.044

0.044

Pipe

Number

PIMP

Type

PIMP

Name

PIMP

(%)

Gross

Area (ha)

Imp.

Area (ha)

Pipe Total

(ha)


Page 12

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



6.006

As Zoned

Default

50.005

0.000

0.000

Paving

100

0.005

0.005

0.006

Landscaping

40

0.007

0.003

0.008

Road

100

0.012

0.012

0.021

6.007

-

-

100

0.000

0.000

0.000

13.000

As Zoned

Roof

100

0.033

0.033

0.033

6.008

As Zoned

Paving

100

0.007

0.007

0.007

Landscaping

40

0.002

0.001

0.008

Road

100

0.020

0.020

0.028

Permeable Paving

100

0.014

0.014

0.042

Roof

100

0.003

0.003

0.045

1.007

-

-

100

0.000

0.000

0.000

Total

Total

Total

1.651

1.144

1.144

Pipe

Number

PIMP

Type

PIMP

Name

PIMP

(%)

Gross

Area (ha)

Imp.

Area (ha)

Pipe Total

(ha)

Free Flowing Outfall Details for Surface Water

Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

SW1.007

SW.

60.000

58.373

0.000

00


Page 13

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1

Online Controls for Surface Water


Hydro-Brake® Optimum Manhole: SW.6, DS/PN: SW1.006, Volume (m³): 4.6

Unit Reference

MD-SHE-0102-5000-1250-5000

Sump Available

Yes

Design Head (m)

1.250

Diameter (mm)

102

Design Flow (l/s)

5.0

Invert Level (m)

58.887

Flush-Flo™

Calculated

Minimum Outlet Pipe Diameter (mm)

150

Objective

Minimise upstream storage

Suggested Manhole Diameter (mm)

1200

Application

Surface

Control Points

Head (m)

Flow (l/s)

Control Points

Head (m)

Flow (l/s)

Design Point (Calculated)

1.250

5.0

Kick-Flo®

0.772

4.0

Flush-Flo™

0.370

5.0

Mean Flow over Head Range

-4.4

The hydrological calculations have been based on the Head/Discharge relationship for the Hydro-Brake® Optimum as specified. Should

another type of control device other than a Hydro-Brake Optimum® be utilised then these storage routing calculations will be invalidated

Depth (m)

Flow (l/s)

Depth (m)

Flow (l/s)

Depth (m)

Flow (l/s)

Depth (m)

Flow (l/s)

Depth (m)

Flow (l/s)

Depth (m)

Flow (l/s)

0.100

3.4

0.600

4.7

1.600

5.6

2.600

7.0

5.000

9.6

7.500

11.6

0.200

4.7

0.800

4.1

1.800

5.9

3.000

7.5

5.500

10.0

8.000

12.0

0.300

5.0

1.000

4.5

2.000

6.2

3.500

8.1

6.000

10.4

8.500

12.3

0.400

5.0

1.200

4.9

2.200

6.5

4.000

8.6

6.500

10.9

9.000

12.7

0.500

4.9

1.400

5.3

2.400

6.8

4.500

9.1

7.000

11.2

9.500

13.0


Page 14

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



Unit Reference

MD-SHE-0134-7500-0550-7500

Sump Available

Yes

Design Head (m)

0.550

Diameter (mm)

134

Design Flow (l/s)

7.5

Invert Level (m)

60.752

Flush-Flo™

Calculated


150

Objective



1200

Application

Surface

Control Points

Head (m)

Flow (l/s)

Control Points

Head (m)

Flow (l/s)


0.550

7.5

Kick-Flo®

0.416

6.6

Flush-Flo™

0.211

7.5


-6.1



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)

Depth (m)

Flow (l/s)

0.100

4.8

0.600

7.8

1.600

12.4

2.600

15.6

5.000

21.4

7.500

26.0

0.200

7.5

0.800

8.9

1.800

13.1

3.000

16.7

5.500

22.4

8.000

26.9

0.300

7.3

1.000

9.9

2.000

13.8

3.500

18.0

6.000

23.2

8.500

27.7

0.400

6.8

1.200

10.8

2.200

14.4

4.000

19.2

6.500

24.2

9.000

28.5

0.500

7.2

1.400

11.6

2.400

15.0

4.500

20.3

7.000

25.1

9.500

29.3


Unit Reference

MD-SHE-0119-7500-1600-7500

Flush-Flo™

Calculated

Design Head (m)

1.600

Objective


Design Flow (l/s)

7.5

Application

Surface


Page 15

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



Sump Available

Yes


150

Diameter (mm)

119


1200

Invert Level (m)

59.130

Control Points

Head (m)

Flow (l/s)

Control Points

Head (m)

Flow (l/s)


1.600

7.5

Kick-Flo®

0.981

6.0

Flush-Flo™

0.477

7.5


-6.6



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)

Depth (m)

Flow (l/s)

0.100

4.2

0.600

7.4

1.600

7.5

2.600

9.4

5.000

12.9

7.500

15.6

0.200

6.6

0.800

7.0

1.800

7.9

3.000

10.1

5.500

13.4

8.000

16.1

0.300

7.2

1.000

6.0

2.000

8.3

3.500

10.8

6.000

14.0

8.500

16.6

0.400

7.5

1.200

6.6

2.200

8.7

4.000

11.6

6.500

14.6

9.000

17.0

0.500

7.5

1.400

7.0

2.400

9.1

4.500

12.2

7.000

15.1

9.500

17.5


Unit Reference

MD-SHE-0130-9000-1600-9000

Sump Available

Yes

Design Head (m)

1.600

Diameter (mm)

130

Design Flow (l/s)

9.0

Invert Level (m)

58.449

Flush-Flo™

Calculated


150

Objective



1200

Application

Surface


Page 16

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



Control Points

Head (m)

Flow (l/s)

Control Points

Head (m)

Flow (l/s)


1.600

9.0

Kick-Flo®

0.983

7.2

Flush-Flo™

0.472

9.0


-7.9



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)

Depth (m)

Flow (l/s)

0.100

4.7

0.600

8.9

1.600

9.0

2.600

11.3

5.000

15.4

7.500

18.8

0.200

8.0

0.800

8.4

1.800

9.5

3.000

12.1

5.500

16.2

8.000

19.3

0.300

8.7

1.000

7.2

2.000

10.0

3.500

13.0

6.000

16.8

8.500

19.9

0.400

8.9

1.200

7.9

2.200

10.5

4.000

13.9

6.500

17.5

9.000

20.5

0.500

9.0

1.400

8.5

2.400

10.9

4.500

14.7

7.000

18.1

9.500

21.0


Page 17

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1

Storage Structures for Surface Water


Cellular Storage Manhole: SW.6, DS/PN: SW1.006

Invert Level (m)

58.784

Infiltration Coefficient Side (m/hr)

0.00000

Porosity

0.95

Infiltration Coefficient Base (m/hr)

0.00000

Safety Factor

2.0

Depth (m)

Area (m²)

Inf. Area (m²)

Depth (m)

Area (m²)

Inf. Area (m²)

Depth (m)

Area (m²)

Inf. Area (m²)

0.000

135.0

0.0

0.900

135.0

0.0

0.901

0.0

0.0


Invert Level (m)

60.752


0.00000

Porosity

0.95


0.00000

Safety Factor

2.0

Depth (m)

Area (m²)

Inf. Area (m²)

Depth (m)

Area (m²)

Inf. Area (m²)

Depth (m)

Area (m²)

Inf. Area (m²)

0.000

315.0

0.0

0.450

315.0

0.0

0.451

0.0

0.0


Invert Level (m)

59.277


0.00000

Porosity

0.95


0.00000

Safety Factor

2.0

Depth (m)

Area (m²)

Inf. Area (m²)

Depth (m)

Area (m²)

Inf. Area (m²)

Depth (m)

Area (m²)

Inf. Area (m²)

0.000

198.0

0.0

0.900

198.0

0.0

0.901

0.0

0.0


Page 18

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



Invert Level (m)

59.035


0.00000

Porosity

0.95


0.00000

Safety Factor

2.0

Depth (m)

Area (m²)

Inf. Area (m²)

Depth (m)

Area (m²)

Inf. Area (m²)

Depth (m)

Area (m²)

Inf. Area (m²)

0.000

83.0

0.0

0.900

83.0

0.0

0.901

0.0

0.0


Invert Level (m)

58.844


0.00000

Porosity

0.95


0.00000

Safety Factor

2.0

Depth (m)

Area (m²)

Inf. Area (m²)

Depth (m)

Area (m²)

Inf. Area (m²)

Depth (m)

Area (m²)

Inf. Area (m²)

0.000

80.0

0.0

0.900

80.0

0.0

0.901

0.0

0.0


Page 19

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1

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


Simulation Criteria

Areal Reduction Factor

1.000

Manhole Headloss Coeff (Global)

0.500

MADD Factor * 10m³/ha Storage

2.000

Hot Start (mins)

0Foul Sewage per hectare (l/s)

0.000

Inlet Coeffiecient

0.800

Hot Start Level (mm)

0Additional Flow - % of Total Flow

0.000

Flow per Person per Day (l/per/day)

0.000

Number of Input Hydrographs

0Number of Offline Controls

0Number of Time/Area Diagrams

0

Number of Online Controls

4Number of Storage Structures

5Number of Real Time Controls

0

Synthetic Rainfall Details

Rainfall Model

FSR

M5-60 (mm)

16.300

Cv (Summer)

0.750

Region

Scotland and Ireland

Ratio R

0.276

Cv (Winter)

0.840

Margin for Flood Risk Warning (mm)

150.0

DVD Status

ON

Analysis Timestep

2.5 Second Increment (Extended)

Inertia Status

ON

DTS Status

OFF

Profile(s)

Summer and Winter

Duration(s) (mins)

15, 30, 60, 120, 180, 240, 360, 480, 600, 720, 960, 1440, 2160, 2880,

4320, 5760, 7200, 8640, 10080

Return Period(s) (years)

100

Climate Change (%)

20

PN

US/MH

Name

Event

US/CL

(m)

Water

Level

(m)

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Infil.

Vol (m³)

Maximum

Vol (m³)

Discharge

Vol (m³)

Pipe

Flow

(l/s)

Status

SW1.000

SW.E1

15 minute 100 year Winter I+20%

61.500

60.617

-0.133

0.000

0.34

0.014

4.854

11.1

OK


Page 20

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



PN

US/MH

Name

Event

US/CL

(m)

Water

Level

(m)

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Infil.

Vol (m³)

Maximum

Vol (m³)

Discharge

Vol (m³)

Pipe

Flow

(l/s)

Status

SW1.001

SW.1


61.500

60.592

-0.104

0.000

0.55

0.237

9.799

22.0

OK

SW2.000

SW.E2

15 minute 100 year Summer I+20%

61.500

60.632

-0.043

0.000

0.86

0.116

6.951

17.9

OK

SW1.002

SW.2


61.250

60.481

0.011

0.000

1.01

0.991

20.601

43.0

SURCHARGED

SW3.000

SW.E3


61.500

60.525

-0.150

0.000

0.00

0.000

0.000

0.0

OK

SW1.003

SW.3


61.250

60.379

0.001

0.000

1.05

0.503

18.394

42.5

SURCHARGED

SW1.004

SW.4


61.250

59.949

0.399

0.000

0.03

1.209

152.778

6.6

SURCHARGED

SW4.000

SW.A1


61.500

60.637

-0.038

0.000

0.91

0.121

7.622

19.6

OK

SW1.005

SW.5


60.500

59.949

0.527

0.000

0.05

5.224

205.899

8.9

SURCHARGED

SW5.000

SW.A2


60.400

59.949

0.049

0.000

0.04

0.220

17.291

0.8

SURCHARGED

SW1.006

SW.6


60.250

59.949

0.837

0.000

0.13

0.000

119.754

217.430

4.8

SURCHARGED

SW6.000

SW.7


61.250

60.294

-0.206

0.000

0.00

0.016

0.000

0.0

OK

SW7.000

SW.P1


61.500

61.353

-0.022

0.000

0.57

0.031

9.627

21.2

FLOOD RISK

SW7.001

SW.P2


61.500

61.307

0.035

0.000

1.30

0.552

20.187

43.9

SURCHARGED

SW7.002

SW.P3


61.500

61.164

-0.050

0.000

0.21

0.325

72.549

12.6

OK

SW8.000

SW.P4


61.500

61.240

-0.135

0.000

0.34

0.014

5.590

12.8

OK

SW8.001

SW.P5


61.500

61.190

-0.079

0.000

0.75

0.258

11.315

25.7

OK

SW8.002

SW.P6


61.500

61.164

-0.045

0.000

0.14

0.342

44.641

7.7

OK

SW9.000

SW.P7


61.500

61.352

-0.023

0.000

0.59

0.031

10.187

22.3

FLOOD RISK

SW9.001

SW.P8


61.500

61.305

0.037

0.000

1.30

0.577

20.585

44.8

SURCHARGED

SW9.002

SW.P9


61.500

61.165

-0.042

0.000

0.19

0.345

86.478

15.0

OK

SW7.003

SW.8


61.500

61.163

0.186

0.000

0.18

0.000

132.718

171.856

7.5

SURCHARGED

SW6.001

SW.9


61.500

60.294

-0.158

0.000

0.19

0.114

249.432

7.5

OK

SW6.002

SW.10


61.250

60.193

-0.120

0.000

0.42

0.215

25.488

15.2

OK

SW10.000

SW.11


61.500

60.613

-0.137

0.000

0.32

0.094

5.635

12.8

OK

SW10.001

SW.12


61.400

60.444

-0.105

0.000

0.54

0.295

9.539

21.0

OK


Page 21

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1



PN

US/MH

Name

Event

US/CL

(m)

Water

Level

(m)

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Infil.

Vol (m³)

Maximum

Vol (m³)

Discharge

Vol (m³)

Pipe

Flow

(l/s)

Status

SW10.002

SW.13


61.250

60.283

-0.104

0.000

0.57

0.298

9.539

21.2

OK

SW11.000

SW.B1


60.800

60.142

0.167

0.000

0.08

0.353

36.405

1.6

SURCHARGED

SW6.003

SW.14


61.000

60.142

0.361

0.000

0.07

1.538

469.571

14.6

SURCHARGED

SW6.004

SW.15


60.800

60.139

0.783

0.000

0.19

0.000

169.683

489.672

6.9

SURCHARGED

SW6.005

SW.16


60.750

59.958

0.697

0.000

0.21

0.000

72.545

524.229

8.0

SURCHARGED

SW12.000

SW.B2


60.800

59.946

-0.029

0.000

0.07

0.131

33.849

1.5

OK

SW6.006

SW.17


60.650

59.945

0.817

0.000

0.22

2.060

573.841

8.7

SURCHARGED

SW6.007

SW.18


60.500

59.929

0.974

0.000

0.23

2.332

573.833

8.6

SURCHARGED

SW13.000

SW.A3


60.400

59.917

0.342

0.000

0.05

0.550

24.913

1.1

SURCHARGED

SW6.008

SW.19


60.450

59.916

1.085

0.000

0.26

2.300

633.427

10.2

SURCHARGED

SW1.007

SW.20


60.200

59.900

1.226

0.000

0.25

0.000

72.254

850.685

9.0

SURCHARGED

APPENDIX D. WASTEWATER CALCULATIONS & DESIGN NETWORK TABLES

- As per Irish Water Code of Practice for Wastewater

Infrastructure, IW-CDS-5030-03

- Network Design Tables

Appendix D

Wastewater Calculations & Design Network Tables

JO

B N

AM

E:

JO

B N

O:

DA

TE

:

Re

sid

en

tia

l D

eve

lop

me

nt a

t C

arp

en

ters

tow

n, D

ub

lin 1

5G

45

12

8.0

8.2

01

9

TIT

LE

:C

AL

CS

BY

:C

HE

CK

ED

:

Wa

ste

wa

ter

De

sig

n C

alc

ula

tio

ns

MK

PR

Are

aN

o.

of

Un

its

Are

a/p

ers

on

Oc

cu

pa

nc

yP

op

ula

tio

n

Eq

uiv

ale

nt

Flo

w R

ate

Flo

wIn

filt

rati

on

All

ow

an

ce

To

tal

Flo

wD

WF

Pe

ak

Fa

cto

r fo

r

Pip

e S

izin

gP

ea

k F

low

(m2)

(nr)

(m2)

(nr/

m2)

(l/p

ers

on

/da

y)

(l/u

nit

/da

y)

(% o

f fl

ow

)(m

3/d

ay)

(l/s

)(l

/s)

Do

me

sti

c

19

6 u

nits

19

62

.75

29

.21

50

40

51

0%

87

.32

1.0

16

.06

.1

TO

TA

L D

om

estic

01

96

52

9.2

40

58

7.3

21

.01

6.1

No

n-D

om

es

tic

Re

tail

n/a

Re

sta

ura

nts

n/a

Ca

fé/B

ars

n/a

Fa

st

Fo

od

n/a

Re

tail

sh

op

sn

/a

Off

ice

/Wo

rk S

pa

ce

n/a

Ho

tel

n/a

Ve

nu

e/E

ve

nt/

Co

mm

un

ity

n/a

TO

TA

L N

on

-Do

me

stic

00

0.0

00

.00

.00

TO

TA

L0

19

65

29

40

50

87

.32

1.0

16

.06

Res

iden

tial

Occ

up

ancy

rate

s fr

om

App

endix

C o

f IW

Code

of

Pra

ctic

e fo

r W

ast

ewate

r In

frast

ruct

ure

, D

ecem

ber

2017 (

IW-C

DS-5

030-0

3)

Flo

w r

ate

s fr

om

App

endix

D o

f IW

Code

of

Pra

ctic

e fo

r W

ast

ewate

r In

frast

ruct

ure

, D

ecem

ber

2017 (

IW-C

DS-5

030-0

3)

Infi

ltra

tion r

ate

s fr

om

App

endix

C o

f IW

Code

of

Pra

ctic

e fo

r W

ast

ewate

r In

frast

ruct

ure

, D

ecem

ber

2017 (

IW-C

DS-5

030-0

3)

Pea

king

Fact

or

from

App

endix

C o

f IW

Code

of

Pra

ctic

e fo

r W

ast

ewate

r In

frast

ruct

ure

, D

ecem

ber

2017 (

IW-C

DS-5

030-0

3)

Zo

ne


Page 1

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1

FOUL SEWERAGE DESIGN

Design Criteria for Wastewater


Pipe Sizes

STANDARD

Manhole Sizes

STANDARD

Industrial Flow (l/s/ha)

0.00

Domestic (l/s/ha)

0.00

Maximum Backdrop Height (m)

0.900

Industrial Peak Flow Factor

0.00

Domestic Peak Flow Factor

6.00

Min Design Depth for Optimisation (m)

0.750

Flow Per Person (l/per/day)

150.00

Add Flow / Climate Change (%)

10

Min Vel for Auto Design only (m/s)

0.75

Persons per House

2.70

Minimum Backdrop Height (m)

0.000

Min Slope for Optimisation (1:X)

200

Designed with Level Soffits

Network Design Table for Wastewater

PN

Length

(m)

Fall

(m)

Slope

(1:X)

Area

(ha)

Houses

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Section Type

Auto

Design

WW1.000

33.502

0.223

150.0

0.000

50

0.0

1.500

o225

Pipe/Conduit

WW1.001

8.643

0.058

149.0

0.000

00.0

1.500

o225

Pipe/Conduit


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)

WW1.000

60.075

0.000

0.0

50

0.1

31

0.46

0.94

37.2

1.5

WW1.001

59.852

0.000

0.0

50

0.1

31

0.46

0.94

37.4

1.5


Page 2

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1

Network Design Table for Wastewater


PN

Length

(m)

Fall

(m)

Slope

(1:X)

Area

(ha)

Houses

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Section Type

Auto

Design

WW2.000

48.498

0.323

150.0

0.000

40

0.0

1.500

o225

Pipe/Conduit

WW2.001

10.852

0.072

150.0

0.000

27

0.0

1.500

o225

Pipe/Conduit

WW1.002

50.776

0.339

150.0

0.000

00.0

1.500

o225

Pipe/Conduit

WW3.000

24.448

0.122

200.0

0.000

40

0.0

1.500

o225

Pipe/Conduit

WW3.001

36.632

0.183

200.0

0.000

40

0.0

1.500

o225

Pipe/Conduit

WW1.003

17.982

0.090

200.0

0.000

00.0

1.500

o225

Pipe/Conduit


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)

WW2.000

60.025

0.000

0.0

40

0.1

28

0.43

0.94

37.2

1.2

WW2.001

59.702

0.000

0.0

67

0.2

36

0.50

0.94

37.2

2.1

WW1.002

59.629

0.000

0.0

117

0.3

47

0.59

0.94

37.2

3.6

WW3.000

59.550

0.000

0.0

40

0.1

30

0.39

0.81

32.2

1.2

WW3.001

59.428

0.000

0.0

80

0.2

42

0.48

0.81

32.2

2.5

WW1.003

59.245

0.000

0.0

197

0.6

66

0.62

0.81

32.2

6.1


Page 3

9 Prussia Street

Carpenterstown

Dublin 7

Ireland

Date 28/08/2019

Designed by MK


Checked by AH

XP Solutions

Network 2018.1

Free Flowing Outfall Details for Wastewater


Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

WW1.003

WW.

60.790

59.155

0.000

00

APPENDIX E. IRISH WATER CORRESPONDENCE

- Confirmation of Feasibility

- Statement of Design Acceptance

Appendix E

Irish Water Correspondence

Glenveagh Homes Ltdc

/o Daire O Mahoney

OCSC

9 Prussia Street

Dublin 7

Co. Dublin

7 October 2019

Re: Design Submission for Glenveagh Homes Ltd., Carpenterstown Rd, Castleknock, D15

(the “Design Submission”) / Connection Reference No: 387807675

Dear Daire O Mahoney,

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 Zivanovic Byrne

Phone: 01 89 25991

Email: [email protected]

Yours sincerely,

Maria O’Dwyer Connections and Developer Services

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

G451-OCSC-XX-XX-DR-C-0500-A1-C03



Standard Details/Code of Practice Exemption: N/A

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

OCSC 9 Prussia Street Dublin 7

Dear Sir/Madam,

Re: Customer Reference No 387807675

5

Yours sincerely,

Maria O’Dwyer

Connections and Developer Services

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.

03 December 2018

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

Carpenterstown Road, Dublin 15. 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 200 domestic units]

Glenveagh Homes Ltdc/o Daire O Mahoney

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.

You are advised that this correspondence does not constitute an offer in whole or in part to provide a connection to

any Irish Water infrastructure and is provided subject to a connection agreement being signed at a later date.

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

planning process. Therefore 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. The design has to be in accordance with published Irish Water Code of

Practice and Standard Details for water and wastewater.

APPENDIX F. OPW CATCHMENT FLOOD RISK ASSESSMENT MAPPING

Appendix F

OPW Catchment Flood Risk Assessment Mapping

Liffey

mod

eldo

wnstr

eam

ofth

is po

int.

Leixl

ip mo

del

upstr

eam

of

this

point

.

3000

00

3000

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3020

00

3020

00

3040

00

3040

00

3060

00

3060

00

3080

00

3080

00

3100

00

3100

00

3120

00

3120

00

3140

00

3140

00

228000

228000

230000

230000

232000

232000

234000

234000

236000

236000

238000

238000

240000

240000

C.C. S.P

.28

July

2016

28 Ju

ly 20

1628

July

2016

G.G.

GENE

RAL R

ISK

- ENV

IRON

MENT

FLUV

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HPW

CURR

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Luca

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APPENDIX G. CELLULAR ATTENUATION SYSTEM

- Y-E.S.S. Pluvial Cube with Access and Inspection Chamber

Appendix G

Cellular Attenuation System

Modular Geo-VoidSystemsTotal Water Management

ENVIRONMENTAL SUSTAINABLE SOLUTIONS LTD

Total Linear AccessPrecipitation Collection System

Unique Low Flow Channel System

Pluvial Cube

1

Flow Chart

Infiltration / Soakaway System

GroundwaterDischargeAllowed

GroundSuitability

ZeroDischarge

CheckGroundwaterTable LevelAcceptable

Stormwater Management

Attenuation /Storage System

DischargeRestriction from EAor Local Authority

Analyze Rainfall Data /Catchments

Characteristics


Characteristics

Recycling / RainwaterHarvesting System

Design StorageVolume

Pluvial CubeRainwater Harvesting Tank Wrapped with Tuflex Impermeable

Geomembrane with ESSRecycling System

Design StorageVolume


Characteristics

Pluvial CubeSoakaway / Infiltration

Tank Wrapped withGeotex 225 Filter Fabric

Design According toBRE 365 or CIRIA R156

Pluvial CubeAttenuation Storage Tank Wrapped with Tuflex Impermeable

Geomembrane

Pluvial CubeOutlet Connected to ESS

Flow Control Device

ESS EcologicalDrainage System

Yes

YesYes

No

No

No

No

2

Infiltration, Detention and Re-use made easy...

System Components

Pluvial Cube Geo-Cell Tank Modules

EcoSand biologically engineered soils

E.S.S. Filtration Unit

Geotex Filtration Fabric

Tuflex Waterproofing Membrane

Geotex Protection Fleece

Ventilation Units

Preformed Pipe Connection Covers

Aquabrake Flow Control Devices and Chambers

Refer to separate data sheets

Modular Geo-Cell Tank System

Complete Linear Access

QuickReduce site access delays

LightweightNo cranes required

StrongDesigned for car loadings

ModularEasily create any shape

EconomicalCheaper than concrete

Maintenance Free TankAll debris and sediment is pre-filtered

Determinate VolumeOne cubic metre of Pluvial Cubemodules contain 950 litres of water

Cost EffectiveReduces excavation and disposalby two thirds compared withconventional soak wells

High Infiltration90% void surface area

Structurally DesignedSupports shear loadings

Unique Low Flow ChannelsEnsuring complete removal of anysilts

Total Stormwater Management

E.S.S. Geo-Cell Modular Tank systems use surface and sub-surface

infiltration techniques, resulting in clean water that can be re-used or

allowed to re-enter the natural water system. E.S.S. Geo-Cell Modular

Systems offer a highly efficient option for Stormwater Management in any

kind of soils.

Water Quality

E.S.S. Geo-Cell Modular Tank Systems excel when there is a requirement

to achieve a high water quality, particularly in the effective removal of

nutrients and gross pollutants. In addition to the obvious environmental

benefits, the sub-surface location of the tank system provides more usable

space and an enhanced aesthetic setting compared to above ground

concrete or plastic tanks.

The Modular Advantage

E.S.S. Geo-Cell Modular Tank System performance supersedes outdated

aggregate trenches. The E.S.S. System provides a void space of over 90%

compared to less than 20% in typical aggregate trenches. Consequently,

the E.S.S. System offers a smaller footprint to achieve the same storage

capacity as an aggregate trench. This saves time and money in installation

and civil works costs. The lightweight design of E.S.S. Modular Tank

Modules also make installation quicker, safer and cheaper. No sediment

build up occurs in the E.S.S. System, unlike the clogging that is

characteristic of aggregate based approaches.

Benefits...

3

Clear Linear Access Through OpenSubterranean Channels

Permeable Paving

Water sensitive Urban Channels

The Channel Systems are based on permeable sub-surface waterwaysthat restore water quality and recharge the natural environment. The sub-surface E.S.S. Channel System provides a unique way of working withnature to solve the enormous problems currently associated with openconcrete channels and swales.

Traditional Concrete Channels

Open concrete channels and swales are currently one of the mainmethods of transporting large quantities of Stormwater for discharge intostreams, rivers and oceans. Open channels are used widely in the urbanlandscape even though they are considered unsafe. Channels are also abreeding ground for vermin and vector that endangers human health. Inaddition to the health and safety problem, large concrete channels take upvast areas of land and have a negative impact on the amenity of the area.

Note: Other Modules with Compressive Strength more than 1500 kN/m2 available* Modules tested using UKAS calibrated test machine, range 0 - 60 Tons, UDL, loading rate 0.2 kN/m2

** Modules tested for long term creep testing for 90 and 180 days# Any cover less than 450 mm - contact ESS design department

Size: 50cms x 50cms x 55cmsUnits / m3: 0.1375m37.27 per m3

Size: 50cms x 50cms x 107.5cmsUnits / m3: 0269m33.72 per m3

Size: 50cms x 50cms x 160cmsUnits / m3: 0.40m32.50 per m3

Single Module

Double Module

Triple Module Product DataStandard Pluvial

Cube ModuleHeavy Duty Pluvial

Cube Module

ApplicationStormwater

ManagementStormwater

Management

Average Weight (kg) - single module 6.05 7.05

Compressive Strength* (kN/m2) 240 400

lateral Strength* (kN/m2) 120 200

Long Term Creep Testing** (kN/m2) 90 120

Void Ratio (%) 96 96

Surface Void Ratio (%) Greater than 90 Greater than 90

Minimum Backfill Cover# (mm) 450 450

Maximum Backfill Cover (mm) 3000 4750

Material Propylene Propylene

Chemical Resistance Good Good

Bacterial Resistance Good Good

UV Resistance Good Good

Pluvial Cube ModuleDimensions* (mm)

ModuleConfiguration

Units per m3

ModuleVolume (m3)

500 (L) x 500 (W) x 550 (D)

Single 7.27 0.1375

500 (L) x 500 (W) x 1075 (D)

Double 3.72 0.2688

500 (L) x 500 (W) x 1600 (D)

Triple 2.5 0.4

4

E.S.S. Channel System

E.S.S. Channels

With the E.S.S. Channel System being a sub-surface system, theseproblems with open concrete channels are rectified. The permeablechannel system can be designed to follow the inherent contours of thelandform and emulate the flow of natural waterways. The curvilinearchannel design creates vertical flow, turbulence and reduces the overallflow of velocity while increasing the self cleansing capacity of the channelbed to create healthy aerobic conditions. The clear access channels allowfor continual and future maintenance

Environmental Benefits

By replacing open concrete channels orswales with E.S.S. Channel Systems,cities can now benefit from increasedenvironmental amenities, greaterrecreational space and healthierconditions by using the vast tracts ofland once given over to rapid flowingconcrete channels.

Car Park Infiltration Area.

Minimum Infiltration Area

Permeable surface (bitumen or concrete)will alleviate water contamination duringstorm periods and heat contaminationduring dry periods

Permeable bitumen or concrete paver area

Filter DrainHigh Traffic AreasGeocell 52

Geocell 25

Pluvial Cube

Road Edge Infiltration Area.

5

Low Flow Channel System

2 Clear Channels500mm x 210mm per 0.5mt width

225 Low Flow Channel (if required)

Typical InstallationTank Format

4 x160mm PipeAccess Point

300mm Dia Low Flow Channel (if required)

Typical Installation Channel Format4 Clear Access Channels x 210mm

Top ViewShowing Clear Channel

225 or 300mmInternal Dia Channel

The above channels can be multi-connected using preformedconnecters to larger inlet / outlet pipes

Self Cleaning at High Flow Velocity Provides Total Linear Access Controls Silt at Low Flow Velocity

6

Linear Access Channel.With slotted low flow silt control channel installed

Attenuation Tank HighlightingNumber and Position of AccessPoints.

Top view showing low flow maintenance channel.

Self cleaning channels.

Connection to low flow maintenance channel at invert level.

7

Infiltration Tank

Attenuation Tank.

E.S.S. Systems Permeable Paving

Cover Materials

Cover materials are an essential part ofthe infiltration process. E.S.S. EcoSandBiologically Engineered sand isdesigned to provide maximumpermeability through optimum physical,chemical and biological characteristics.To retain infiltration performance it isessential to choose the appropriatecover material and constantly maintainpH levels between 6 and 7.5.

The filter sand is engineered toinstallation and E.A. requirements.Depending on site contaminantsexpected.

Type 1 - Road run off


Type 3

Type 4

Type 5 - Compactable


Trafficable Landscape - CompactionPrevention:

Loading Minimum Cover

Pedestrian 300mm

Occasional traffic 500mm

If a trafficable, soft landscape surface is required (i.e. grass or gravel carparks, road verges etc.), it is recommended to use E.S.S. GeoCell 52grass reinforcement structure. The addition of product will allow long-termpermeability of the cover soil.

2mts deep tank with 3mts cover

8

Infiltration Swales & Underground Channels

Tank 2mts deep with access channels.

Subsurface Road Channels / SwalesPluvial Cube Tanking System provides an efficient way of managing roadstormwater runoff. It allows high infiltration areas, preventing road accidents,water ponding, and mosquito infestation Provides new accessible space

Attenuation Tank under Park and Ride Scheme showing versatility ofmodular system.

Typical SectionRoad Drainage Channel

Typical Pluvial CubeInfiltration Swale Detail

50mm Drainage CellTuflex Linear

Eco-sand

Geotex 225Membrane

PluvialCube

52mmDrainage Cell

150-300mm

150mm

Geotex 225Membrane

700mm

Minimum Infiltration Area

Permeable surface (bitumen or concrete)will alleviate water contamination duringstorm periods and heat contaminationduring dry periods

Permeable bitumen or concrete paver area

Filter DrainHigh Traffic Areas

Geocell 25

Pluvial Cube

9

Installation Procedures

Steps 1 to 6

Steps 7 to 11

Step 12

Installation Steps

Infiltration Tanks

Pluvial Cube

modular units

100mm coarse

sand bedding

1. Excavate the pipe trench and lay the inlet pipe to the required fall and install silt traps in appropriate locations in the pipe run.

2. Excavate the hole or trench to the required dimensions to modular units, and any external inspection chamber(s) and / or silt trap(s).

3. Ensure that the base plan dimensions of the hole allows sufficient working space for the site operatives to manoeuvre the units and geotextile into position.

4. Ensure that the base of the excavation is flat and level, batter back the sides of the excavation to a safe angle, and ensure that the safe access is provided for the site operatives.

5. Remove any soft spots from the excavation and replace with compacted granular material.

6. a) For Soakaway, lay 100mm coarse sand bedding to the base of the excavation and level.

b) For Attenuation, lay 100mm (minimum) compact solid level base (site concrete preferably).

7. a) For Soakaway, lay the geotextile, Geotex 225ff, over the base and up the sides of the excavation with minimum 200mm overlap joints between strips.

b) For Attenuation, repeat procedure with Tuflex Geo Membrane.

8. Ensure there is a minimum 200mm over-run of geo-textile at the end of the modular unit.

9. Inspect geotextile for damage. Tuflex for Attenuation, ensuring integrity of all welded laps.

10. Assemble the module tanks to required dimensions.

The illustrations show the correct relationships, orientation, and sequence of connection of each panel to form a basic full module tank(500 x 500 x depth).

11. Assemble the Pluvial Cube Modules in orientation as per drawing.L x W x D.

10

Installation Procedures

Steps 13

Steps 17 to 19

Steps 15 to 16

OUTLET

(if attenuation)

12. To receive the inlet pipe (and outlet/ inspection pipe if required). Insert tank connector and, using geotextile, form a wrap around apron of the tank connector spigot and secure using tape or jubilee clip. Ensure a minimum 50mm of spigot remains exposed. For Attenuation tanks, all inlets and outlets are sealed with welded preformed pipe flanges.

13. a) For Soakaway, Continue with the geotextile encapsulation of the Pluvial Cube tank.b) For Attenuation, use Tuflex Geo Membranes.

14. Fold the corners of the geotextile over-run at each end of the infiltration tank as shown, welting all corners. The same method applies for Tuflex Geo Membranes ensuring all corners are welted and folded (not cut).

15. a) For Soakaway, Complete the encapsulation by wrapping the geotextile horizontally around the tank and tape into position.b) For Attenuation, use Tuflex Geo Membranes.

16. Connect inlet / outlet / vent pipe and inspection chambers using appropriate adaptors.

17. Backfill around excavation using type 1 or 2 sub base or selected granular material, and compact in layers of not less than 150mm. The first 500mm of any installation should be compacted by hand.

18. Use a coarse sand protection layer over the top of the Pluvial Cube tanks and geotextile and the back fill to the required depth using Type 1 or 2 sub base material. If the area is to be trafficked.Where the area is to be landscaped then as-dug material may be used provided sharp or large solid matter is removed.

19. The area should then be compacted using suitable compaction equipment in accordance with specification for highway Works.

20. For Attenuation tank, steps 7-16 are also followed to encapsulate the Tuflex Geo Membranes lined tanks with Geotex 300 protection membrane prior to backfill.

N.B. Please refer to full sequence of works data for more detailedinstructions.

VENT

Sladen Mill, Halifax Road, Littleborough,Lancashire. OL15 0LB.

tel: 01706 374416, fax: 01706 376785

email: [email protected]: www.y-ess.com

E&OE. Without Guarantee.

All products are manufactured to the

highest quality, being subject to rigid

quality control. However, the

company cannot control conditions

of application and use of its

products, thus any warranty, written

or implied, is given in good faith for

materials only. ESS Ltd will not

accept any responsibility for

damage or injury arising from

storage handling, misapplication or

misuse of its products. All

transactions are subject to our

standard condition of sale, copies of

which are available on request.

To find out more about these systems and products please contact us

Environmental Sustainable Solutions LtdENVIRONMENTAL SUSTAINABLE SOLUTIONS LTD

Pluvial Cube

APPENDIX H. CORRESPONDENCE WITH FINGAL COUNTY COUNCL

Appendix H

Correspondence with Fingal County Council

1

Mark Killian

From: Daragh Sheedy <[email protected]>

Sent: 16 September 2019 12:16

To: Mark Killian

Cc: Niall McKiernan

Subject: RE: [OCSC: G451] RE: Residential development at Carpenterstown (ABP-304386-19 :

FCC Ref SHDW/007/19).

Mark,

Apologies for the delay. Your proposal has been reviewed and in summary is acceptable. see attached some

comment on the bullet points below.

It may be useful to carry out in advance to confirm the hydraulic capacity. However, It is more usually carried out

post-planning but prior to commencement of construction which is acceptable.

The further clarification with regard the calculation of QBAR is acceptable.

The response in relation to the use of underground tanks is understood. It is considered reasonable, given the likely

future privately managed nature of the development.

Regards,

Daragh

Daragh Sheedy

|Executive Engineer | Development Management / Forward Planning – Water Services |

| Planning and Strategic Infrastructure Deptartment |Fingal County Council |

| 01-8704489 | 085-8701276|

From: Mark Killian [mailto:[email protected]]

Sent: 16 September 2019 11:45

To: Daragh Sheedy Subject: FW: [OCSC: G451] RE: Residential development at Carpenterstown (ABP-304386-19 : FCC Ref

SHDW/007/19).

Hi Daragh,

Have you any comment regarding the below response?

We have been advised by the client that we are to submit the Stage 3 application within the next two weeks.

Thanks,

Mark

2

From: Mark Killian [mailto:[email protected]]

Sent: 28 August 2019 08:47

To: Daragh Sheedy <[email protected]>

Subject: [OCSC: G451] RE: Residential development at Carpenterstown (ABP-304386-19 : FCC Ref SHDW/007/19).

Hi Daragh,

Just following up on the email below. We would appreciate if you could advise if the proposed design satisfies FCC,

so that we may finalise our design package.

We have updated (refer attached) the design layout, to take account of Irish Water comments and some minor

amendments to the development layout. The overall drainage strategy remains the same, in principle, and has been

updated according to the revised layout. I have reattached the other relevant documents.

Please do not hesitate to contact me, should you require any further information.

Regards,

Mark

From: Mark Killian

Sent: 12 August 2019 09:56

To: 'Daragh Sheedy' <[email protected]>

Subject: RE: Residential development at Carpenterstown (ABP-304386-19 : FCC Ref SHDW/007/19).

Hi Daragh,

Have you had the chance to review the comments below, following our telephone conversation the other week?

We are looking to finalise the design package for final submission to ABP.

Thanks,

Mark

From: Mark Killian

Sent: 05 July 2019 09:41

To: 'Daragh Sheedy' <[email protected]>

Subject: Residential development at Carpenterstown (ABP-304386-19 : FCC Ref SHDW/007/19).

Hi Daragh,

I am following up on the comments raised to An Bord Pleanala, in relation to the surface water design for the

residential development at Carpenterstown (ABP-304386-19 : FCC Ref SHDW/007/19).

1. The development proposes an outfall into an existing 225mm dimeter surface water sewer on

Carpenterstown Road. A CCTV survey of the sewer shall be submitted prior to commencement of works to confirm

suitability.

I assume that this can be carried out post-planning but prior to commencement of construction. Is this correct?

2. The drainage proposal includes a conventional network of underground pipes, manholes and road gullies.

Attenuation for the larger site being proposed through a series of 5 no. underground attenuation tanks prior to

discharge through a flow control device at a greenfield runoff of 9.0 l/sec/ha. The calculation of the greenfield

runoff rate appears to be high. Further information in relation to the existing soil infiltration rate shall be

submitted be submitted prior to commencement of works.

As mentioned at the ABP meeting last month, the total development maximum runoff rate is 9/ls, which equates to

5.15 l/s/ha for the 1.75-hectare site. Please refer to the QBAR calculations attached, as submitted within Appendix B

of the Engineering Services Report (G451-OCSC-XX-XX -RP-C-0001-A1-C01). A site investigation was carried out by

IGSL, on behalf of the client, in March 2019. The results of the site investigation and percolation test that was

3

carried out, confirmed the presence if stiff boulder clay with negligible infiltration characteristics i.e. soil type 4.

Therefore, an infiltration value of 0m/hr has been used in calculations, with no potential for infiltration available.

Refer attached Site Investigation Report for confirmation of details.

2. In consideration of the proposed surface water drainage proposal it is recommended that the

sustainability of the proposal and the development could be improved in the following ways;

a) The drainage proposal should endeavour to incorporate a series of SUDS measures, as opposed to a pipe

network, attenuation basin and light liquid interceptor device in accordance with best practice including the

Greater Dublin Drainage Strategy and the Suds manual. The applicant should do a thorough SUDS evaluation, and

consider the range of alternative measures, such as swales, integrated tree pits, bio-retention areas, etc.

b) The substitution of green infrastructure in place of the underground attenuation tanks if possible should be

provided. However, it is acknowledged that the underground storage may be considered acceptable in this

instance given the high density and the type of development proposed which will remain private.

Significant intensive landscaping is being provided as part of the proposed development, with all external areas to

be intensively landscaped and pervious in nature, with the exception of the vehicular carriageways. Refer to the

attached drainage design layout drawing (G451-OCSC-XX-XX-DR-C-0500), for details. The area between Blocks A and

B contains a significant number of existing mature trees, with some new trees also being provided to complement

these. This is also consistent with the proposed boundary treatment and in particular, the surrounds to the southern

Blocks (C, D and E)

All pedestrian linkages through the landscaped areas, both above podium slab (between Blocks C, D & E) and

elsewhere, are to be pervious in nature, which along with the above landscaped features, will allow for treatment of

the rainfall runoff by draining laterally through the landscaped areas, prior to entering the drainage network via a

series of perforated pipes due to the poor infiltration qualities in the natural ground. Further, all external car parking

bays are to be pervious, which will allow for at source treatment of runoff from both the car parking bays and the

adjacent road carriageway, prior to entering the surface water network.

The series of underground tanks are provided to temporarily store excessive runoff, while restricting the

development outflow to a maximum QBAR equivalent. These have been strategically placed to minimise the size of

the ‘end-of-line’ tank and minimise impact on the existing mature trees that have a significant root protection zone.

The sites constraints (i.e. mature trees around perimeter and between blocks A and B) do not allow for the use of

swales and / or open basin, as suggested. While the road and car parking areas are to be treated at source by

pervious paving, the bypass separator is being provided as a final treatment, prior to entering the public network.

Considering the above, we believe that sufficient SuDS are being provided as part of the proposed development,

which has also been designed in accordance with the GDSDS to ensure no on-site flooding for design rainfall events

up to, and including, the 1% AEP.

We would appreciate if you could review the above responses and provide comment, if any, prior to us formalising

our final submission to ABP.

Please do not hesitate to contact me, should you require any further information.

Regards,

Mark Killian

Chartered Civil Engineer MSc BE CEng MIEI

Please consider the environment before printing this email.

APPENDIX I. SITE INVESTIGATION REPORT

Appendix I

Site Investigation Report

Documents

Engineering Services Report - Amazon Web Services... · Engineering Services Report Development at Carpenterstown Road for GLENVEAGH HOMES LIMITED . ... C03 A1 MK PR AO’B 12.11.2019