ENGINEERING SERVICES REPORT Development at … carry out an engineering services report for a...
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ENGINEERING SERVICES REPORT
Development at Carnlough Road, Cabra,
DUBLIN 7
FOR
Crekav Trading GP Ltd.
PROJECT NO. N195
13th December 2017
ENGINEERING SERVICES REPORT
Development at Carnlough Road, Cabra,
DUBLIN 7
FOR
Crekav GP Trading Ltd.
PROJECT NO. N195
13th December 2017
ENGINEERING
SERVICES REPORT
DEVELOPMENT AT CARNLOUGH ROAD, CABRA, DUBLIN 7
FOR
Crekav Trading GP Ltd.
NOTICE
This document has been produced by O’Connor Sutton Cronin & Associates for its Client
[Crekav Trading GP Ltd.]. It may not be used for any purpose other than that specified
by any other person without the written permission of the authors.
Job No.:N195 Document Ref.: ..\..\Adobe\ESR\Cabra SHD-Engineering Services Report
20171214.pdf
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CONTENTS 1.0 INTRODUCTION ................................................................................ 7
1.1 Appointment ............................................................................................... 7
1.2 Administrative Jurisdiction ......................................................................... 7
1.3 Site Location ............................................................................................... 7
1.4 Site Overview .............................................................................................. 8
2.0 SCOPE OF SERVICES REPORT ........................................................... 9
3.0 STORM WATER DRAINAGE .............................................................. 10
3.1 Overview ................................................................................................... 10
3.2 Specific SuDS Measures Proposed ............................................................. 10
3.3 Layout ....................................................................................................... 12
3.4 Consultation .............................................................................................. 13
3.5 Calculations .............................................................................................. 13
3.6 GDSDS Storm Water Review ..................................................................... 13
3.6.1 Criterion 1 –River Water Quality Protection .............................................. 14
3.6.2 Criterion 2 – River Regime Protection ..................................................... 14
3.6.3 Criterion 3 – Level of Service (Flooding) Site ........................................... 14
3.6.4 Criterion 4 – River Flood Protection ........................................................ 15
4.0 FOUL WATER DRAINAGE ................................................................. 17
4.1 Overview ................................................................................................... 17
4.2 Layout ....................................................................................................... 17
4.3 Consultation .............................................................................................. 19
4.4 Calculations .............................................................................................. 19
5.0 POTABLE WATER SUPPLY ............................................................... 21
5.1 Overview ................................................................................................... 21
5.2 Connection to the existing network .......................................................... 21
5.3 Water Saving Devices ............................................................................... 21
5.4 Water Meters ............................................................................................ 21
5.5 Layout ....................................................................................................... 21
5.6 Consultation .............................................................................................. 21
6.0 TRAFFIC AND TRANSPORTATION ................................................... 22
6.1 Overview ................................................................................................... 22
6.2 Layout ....................................................................................................... 22
6.3 Traffic ....................................................................................................... 22
6.4 Accessibility .............................................................................................. 23
APPENDIX A – LOCAL AUTHORITY CORRESPONDENCE ....................................... A
APPENDIX B – STORM WATER CALCULATIONS ................................................... A
APPENDIX C – FOUL WATER CALCULATIONS ...................................................... A
APPENDIX D – DRAINAGE LONG SECTIONS ........................................................ A
APPENDIX E – PRE-CONNECTION FEEDBACK FORM ............................................ A
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1.0 INTRODUCTION
1.1 Appointment
1.1 O’Connor Sutton Cronin (OCSC) was appointed by Crekav Trading GP Ltd.
to carry out an engineering services report for a proposed development at
Carnlough Road, Cabra, Dublin 7. The proposed development is mixed use and
consists of nine blocks containing 420 residential units, retail units, community
centre and a crèche. A basement car-park is also proposed. The total site
comprises approximately 3.86 hectares.
1.2 Administrative Jurisdiction
The site is located within the administrative jurisdiction of Dublin City Council
whose offices are located at Wood Quay, Dublin City.
1.3 Site Location
The site is bounded to the east by a railway loop line (linking the Phoenix Park
Tunnel and the Maynooth/Sligo line), to the north by houses along Fassaugh
Avenue, to the west by houses along Carnlough Road and to the south by Cabra
Road – see Figure 1.
The main access to the site is provided from Carnlough Road, to the south-west
of the site, with proposed shared cycle/pedestrian access provided onto Fassaugh
Avenue.
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Figure 1: Site Location
1.4 Site Overview
The site is predominantly a green-field site with a small area of brown-field site
where the former railway cattle sidings are located. The site is zoned Z1 and Z3
in the current Dublin City Development plan 2016-2022. The total site comprises
approximately 3.86 hectares.
Site Location
Railway Line
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2.0 SCOPE OF SERVICES REPORT
This report was prepared by reviewing available data from Local Authority records
and national bodies, i.e. Dublin City Council and the wider Design Team.
The report addresses;
Storm Water Drainage;
Foul Water Drainage;
Potable Water Supply;
Road Network/Layout;
All design and calculations will be in accordance with;
Local Authority Requirements;
BS EN 752 – Drainage Outside Buildings;
The Building Regulations – Technical Guidance Document Part ‘H’;
The Building Regulations – Technical Guidance Document Part ‘M’;
Recommendations for Site Development works for housing Areas, Dept. of
Environment, 1998;
Design Manual for Urban Roads and Streets (DMURS);
Traffic Signs Manual;
DETR Guidance on the use of Tactile Paving Surfaces;
Greater Dublin Strategic Drainage Study (GDSDS);
BS EN 12056-2:2000 Gravity drainage systems inside buildings;
The SuDS Manual (Ciria C753);
Irish Water Code of Practice for Water Infrastructure (DRAFT);
Irish Water Code of Practice for Wastewater Infrastructure (DRAFT);
Other aspects of the site development strategy relating to architectural design,
landscaping, ecology, conservation, visual quality and planning compliance are
covered by other members of the design team.
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3.0 STORM WATER DRAINAGE
3.1 Overview
Any planning permission sought on the subject lands will be required to adhere to
the Local Authority requirements and the Greater Dublin Strategic Drainage Study
(Dublin City Council, 2005). The site has a hardstanding area of 3.86ha which is
to be drained to the new proposed surface water system. Storm flows will be
attenuated and restricted to a specified and agreed discharge.
All proposed developments must ensure that a comprehensive sustainable urban
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, storm water volumes from extreme storm events up to a 1 in 100
year storm event, more commonly expressed as a 1.0% AEP (Annual Exceedance
Probability). Any new development must have physical capacity to retain storm
water volumes as directed under the Greater Dublin Strategic Drainage Study
and, if necessary, release these attenuated surface water runoff before it enters a
natural watercourse or into a public sewer, which ultimately discharges to a water
body. This is to ensure the highest possible standard of storm water quality.
3.2 Specific SuDS Measures Proposed
As the existing site is largely soft landscaping, SuDS proposals will be provided to
mimic the existing runoff from the site. All SuDS measures will be provided in
accordance with the Greater Dublin Strategic Drainage Study Regional Drainage
Policy Volume 2 - New Development (GDSDS-RDP Volume 2). Specific design
requirements for SuDS systems are established by the Construction Industry
Research and Information Association’s publication CIRIA C753-SuDS Manual.
SuDS systems will deliver the following design criteria;
• Water Quantity
o Peak runoff rate;
o Runoff Volume – Interception / Large Events;
• Water Quality
• Amenity
• Biodiversity;
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Infiltration to ground for surface water runoff will be facilitated underneath SuDS
systems. Systems that collect and store runoff allowing it to infiltrate into ground
will improve water quality, reduce runoff volumes and discharge rates for small
(Interception) and large events. The soils on site are fairly impervious, therefore
the volume of storage normally provided as infiltration will be provided equal to
the calculated value of the additional runoff volume. The interface between the
storage facility and the underlying soil will not be sealed to maximise the
environmental benefits of the design but will be designed with overflows to
ensure against a level of service failure;
Bioretention systems will allow road runoff for small (Interception) and large
events to pond temporarily in tree pits / raingardens before filtering through
vegetation and before discharging to drainage network on podium and to the
underlying soils within real ground;
Trees / planting within the soil filled tree pits / intensive podium gardens will
collect, store and treat runoff for small events (Interception) while providing
amenity and biodiversity;
Permeable Paving will provide a first level of treatment and temporarily store
surface water runoff from cycle track and pedestrian paths in residential areas
before infiltration / controlled release to SuDS systems downstream;
Attenuation Storage Tanks will be provided to ensure that there is adequate
attenuation storage for limited discharge surface water volumes. Attenuation will
be provided with a buried cellular storage for events up to, and including, the
1.0% AEP rainfall event. A 500mm freeboard from the lowest FFL to the top water
level of the attenuation storage will be provided;
Limiting discharges from attenuation tanks will ensure that discharge rates are
maintained below the greenfield runoff rate of 1.55 l/s/ha;
Catch Pits will remove sediments and silts upstream and downstream of all SuDS
systems;
A Full Retention Interceptor will be provided for the treatment of all surface water
runoff before it is discharged from site. The oil separator will separate oil and silts
in accordance with EN858-1 and PPG3 from surface water;
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In summary, the above SuDS systems will deliver interception, primary
treatment, secondary treatment and tertiary treatment in accordance with CIRIA
C753-SuDS Manual.
3.3 Layout
The proposed storm drainage layout is shown on Drg. Nos. N195-H01, H02,
H03 & H04.
It is proposed to divert the existing 450mm overflow storm sewer that traverses
the site. This runs from west to east across the subject site and under the railway
line via a siphon arrangement. OCSC have agreed in principle the proposed
diversion route with DCC drainage. A CCTV survey will be taken pre and post
construction. A CCTV survey has been carried out on the section of the line and
has been submitted to DCC and Irish Water.
It is proposed to connect into a diversion of this sewer at 2 points on the site. It
is not proposed to connect into the inverted siphon. The proposed gravity
connection will be made upstream of the inverted siphon.
Following consultation with IW and DCC, it is not currently possible to connect
into the sewer running through the site due to capacity issues downstream on the
Cabra Network. DCC/IW have advised upgrade works are scheduled to take place
on the Cabra Network. Therefore, it is proposed to discharge to the 750mm
storm sewer on Bannow Road as a temporary measure to avoid the downstream
problems which currently exist in the Cabra network. Until upgrade works are
completed by IW, the surface water will comprise a post attenuation pumped
systems (duty & standby) to allow discharge to the Tolka network on Bannow
Road. The pumps have been designed to have a permanent life span; therefore
there is no time limit on pumping to the Bannow Road storm sewer. The system
is designed to allow discharge by gravity to the Cabra network at a later date
following upgrade works by IW. There will be no discharge to the Cabra network
until IW is satisfied that same can be accommodated.
The storm drainage network has been designed in accordance with the
requirements of the Greater Dublin Strategic Drainage Study Regional Drainage
Policy Volume 2 – New Development (GDSDS-RDP Volume 2), with
“Recommendations for Site Development Works for Housing Areas” by the
Department of the Environment and Local Government and with EN752.
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Calculations for the design of storm drains have been compiled with the Micro
Drainage Program. Calculations for attenuation are included in Appendix B.
The proposed main drainage network will consist of a new sewer system designed
in accordance with BS EN 752. The drainage network will have pipes with the
diameter of 100mm-450mm. All pipes to be taken in charge, will be designed to
be compliant with the requirements of the Greater Dublin Regional Code of
Practice for Drainage Works and full bore self-cleansing velocities of 1.0m/s. The
proposed network has been designed for an increase in surface water flows from
potential future development on site.
The proposed drainage layout is shown on OCSC Drg. Nos. N195-H01, H02,
H03 & H04. The proposed surface water long sections are shown in Appendix
D.
3.4 Consultation
OCSC have been in discussions with DCC drainage and Irish Water, dating back to
2016. Correspondence between OCSC and DCC/Irish Water regarding surface
water connection to public network included in Appendix A.
Peter Glynn, DCC Drainage confirmed the proposed diversion of the existing
sewer traversing the site is acceptable in principle. Email included in Appendix A.
3.5 Calculations
A drainage model has been developed using the design software. Calculations for
the design of storm drains have been compiled with the Micro Drainage WinDes
Program using the Modified Rational Method in accordance with EN752. The
rainfall intensity levels have been increased 10% for predicted climate change
factors. Calculations for the Storm networks are included in Appendix B.
The storm system will be fitted with a flow control device (Hydrobrake or similar
approved). This will enable the storm water flows to be restricted to pre-
development levels. The allowable discharge calculations storage simulations for
a 1% and 1.0% AEP rainfall event are included in Appendix B.
The proposed internal pipe network pipes are to be slung to the underside of the
podium slab and will be in accordance with TGD H – Drainage specifications.
3.6 GDSDS Storm Water Review
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The Greater Dublin Strategic Drainage Study (GDSDS) requires that storm water
is reviewed under four Criteria.
(i) Criterion 1 – River Water Quality Protection;
(ii) Criterion 2 – River Regime Protection;
(iii) Criterion 3 – Level of Service (Flooding) site;
(iv) Criterion 4 – River Flood Protection;
3.6.1 Criterion 1 –River Water Quality Protection
The drainage system for this development will contain a range of treatment
methods for surface water as outlined above including permeable paving
and infiltration via open graded crush rock (OGCR) and cellular storage
below attenuation storage. A Full Retention Interceptor will provide
treatment of surface water runoff from the site prior to discharge to the
public network.
3.6.2 Criterion 2 – River Regime Protection
Discharge will be made to the public network on Bannow Road via the
proposed attenuation and flow control device (Hydrobrake). The limiting
discharge will restrict the discharge to a rate of 6.0l/s for the site, which
equates to 1.53 l/s/ha. It is noted that the proposed discharge rate is a
reduced rate compared to the normal 2.0 l/s/ha required; the proposed
drainage system, therefore, provides a higher level of protection than would
normally be provided. The equivalent greenfield runoff rates, calculated in
accordance with the requirements of the Greater Dublin Strategic Drainage
Study Regional Drainage Policy Volume 2 – New Development (GDSDS-RDP
Volume 2) and as per normal Dublin City Council requirements, is 7.84 l/s,
which equates to 2.0l/s/ha.
3.6.3 Criterion 3 – Level of Service (Flooding) Site
There are 4 sub-criteria for level of service, as set out in the GDSDS-RDP
Volume 2, Section 6.3.4 (Table 6.3):
(i) No flooding on site except where planned (30-year high intensity
rainfall event);
(ii) No internal property flooding (100-year high intensity rainfall event);
(iii) No internal property flooding (100-year river event and critical duration
for site) and;
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(iv) No flood routing off site except where specifically planned, (100-year
high intensity rainfall event).
3.6.3.1 Sub-criterion 3.1
The proposed drainage system has been analysed for a 30-year return
period storm event. The analysis show that no flooding will occur in 30-year
return period storm events.
3.6.3.2 Sub-criterion 3.2
The proposed drainage system has been analysed for a 100-year return
period storm event. The analysis show that no flooding will occur in 100-
year return period storm events.
3.6.3.3 Sub-criterion 3.3
The site topography slopes away from a high point of 33.530m (Malin) AOD
to a level of 29.250m. The finished ground level varies from 31m to
33.550m at the Carnlough Road entrance and 33.980m at Fassaugh
Avenue. The site is not in the vicinity of coastal flooding. The maximum
water level in the proposed attenuation will not pose a risk to the proposed
buildings. In accordance with the requirements of Sub-Criterion 3.3, all
buildings are a minimum of 500mm above the design 100-year water level
in the attenuation facility.
3.6.3.4 Sub-criterion 3.4
The performance of the proposed drainage system in the 100-year return
period storm events has been analysed. The analysis shows that no flooding
is expected in the 100-year return period storm event. No off-site overland
flow is expected in the 100-year return period storm event, unless in
specifically designated areas, i.e. detention basins.
3.6.4 Criterion 4 – River Flood Protection
Discharge will be restricted to a rate of 6.0l/s for the site. By limiting the
runoff to this flow rate, the GDSDS-RDP Volume 2, Appendix E Section E2.4
states that this ensures “that sufficient stormwater runoff retention is
achieved to protect the river during extreme events.” Attenuation storage is
provided for the 100-year return period storm event in the proposed
attenuation storage facility. It is noted that the proposed discharge rate is a
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reduced rate compared to the normal 2.0 l/s/ha required. Control of runoff
rates will be achieved through the use of a vortex control device (e.g.
Hydrobrake), which reduces the risk of blockage present with other flow
control devices. Calculations of attenuation volume are included in
Appendix B. It should be noted that the maximum discharge will be
sufficiently reduced below the max. allowable discharge rate with the
proposed SuDS infiltration measures.
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4.0 FOUL WATER DRAINAGE
4.1 Overview
It is proposed to construct a new foul drainage network in accordance with Irish
Water Code of Practice for Wastewater Infrastructure, The Building Regulations
‘Part H’ & the Regional Code of Practice for Drainage Works.
The sewers will be compliant with the requirements of the Irish Water Code or
Practice for Wastewater Infrastructure and will be from 150mm to 225mm in
diameter. Foul sewers within the buildings plots may be as small as 100mm dia.
In accordance with TGH H – Drainage specifications and with Irish Water Code of
Practice.
4.2 Layout
The proposed foul drainage layout is shown on Drg. Nos. N195-H01, H02, H03
& H04. Proposed foul long sections are shown in Appendix D.
It is proposed to provide a community building at the main site entrance from
Carnlough Road. A single house located at the entrance streetscape will be
constructed. It is proposed to retain the existing foul drainage connection for this
existing house and to service the proposed community building. A new manhole
to IW standards will be constructed on this connection pipe, incorporating a
broadstrap facility.
The foul drainage for the remainder of the proposed development, retail and
residential units, will collect in a below-ground gravity drainage network and
discharge
It is proposed that a surface water runoff from the covered basement car-park
will be collected in a below-ground gravity drainage network and pass through a
Class 2 petrol interceptor before discharging to the foul drainage system.
The foul drainage system will drain by gravity to a proposed pumping station
located at the northern end of the site. The rising main from the pumping station
will discharge to a standoff manhole within the site. From there, a gravity foul
drain will connect to existing foul sewerage on Fassaugh Avenue.
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The pumping station will incorporate a pump with sufficient capacity to convey
the design flow. A second pump will also be provided as back-up; the two pumps
will operate in duty-standby rotation to maintain both pumps in operational order.
The pumping station will be provided with an emergency storage tank providing
24-hour storage; this will allow for continued use of wet appliances for 24 hours
to facilitate pump repair and maintenance.
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4.3 Consultation
Irish Water have responded to the Pre Connection Enquiry Form, confirming foul
connection can be facilitated. Please find the Pre Connection Enquiry response
from Irish Water included in Appendix E.
4.4 Calculations
Drainage calculations submitted in Appendix C have been generated by ‘WinDes’
flow modelling software, and the ‘Hydraulic Design for Gravity Sewers’ method to
Irish Water Code of Practice for Wastewater Infrastructure.
Sewers carrying wastewater from housing developments should be designated to
carry a minimum wastewater volume of six times dry weather flow (6DWF). Dry
weather flows DWF should be taken as 600 litres per dwelling (three persons per
house and a per capita wastewater flow of 200 litres per head per day.
Gradients should be selected so that self-cleansing velocities can be maintained
under normal operating conditions. The range of flow velocity within the sewers
should be between 0.75m/s at low flow and 3m/s, when flowing full.
Subject to the limitations imposed by the foregoing, pipe sizes and gradients
should be selected from approved pipe design tables, based on approved design
approach, such as the use of the Colebrook White equation. However, to provide
a self-cleansing regime within gravity foul sewers, the minimum flow velocity
should be 0.75 m per second. Where this requirement cannot be met, then this
criterion would be considered to be satisfied if:
• A 150mm nominal internal diameter gravity sewer is laid to a gradient not
flatter than 1:150 where there are at least ten dwelling units connected
or,
• A service connection with a nominal internal diameter of 100mm laid to a
gradient not flatter than 1:80, where there is at least one WC connected
and 1:40 if there is no WC connected.
In general, pipes of 100mm diameter should be laid at minimum gradients of
between 1:60 and 1:100. Pipes of 150mm diameter should be laid at a minimum
gradient of 1:150. Pipes of 225mm diameter or greater should have a minimum
gradient of 1:200. Pipe gradients for private drainage should be constructed in
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accordance with that indicated above as a minimum, or with Building Regulation
requirements.
These parameters should not be taken as a norm when the topography permits
steeper gradients. Hydraulic studies indicate that these requirements may not
necessarily achieve a self-cleansing regime.
The minimum size for a gravity foul service connection shall be 100mm. The
minimum size for a gravity foul sewer serving less than 10 properties shall be
150mm diameter. The desirable pipe size for a collection sewer where more than
10 housing units are connected is 225mm diameter or greater subject to
hydraulic design capacity assessment.
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5.0 POTABLE WATER SUPPLY
5.1 Overview
It is proposed to provide a potable water supply in accordance with Irish Water
Code of Practice for Water Infrastructure.
5.2 Connection to the existing network
There is an existing water main (6” main) running along Carnlough Road. The
new development will be serviced with a new 100mm dia. HPPE Class ‘C’
watermain.
The proposed network connection will be metered, with associated hydrants and
valves as per Irish Water requirements.
5.3 Water Saving Devices
In accordance with best practice, new water saving devices (low water usage
appliances and aerated taps etc.) will be fitted as standard into the proposed new
units.
5.4 Water Meters
In accordance with the Dublin City Council and Irish Water regulations, a water
meter will be fitted on the incoming watermain into the site and individual
buildings will be fitted with a Talbot Matrix meter box for billing purposes.
5.5 Layout
See OCSC Drg. No. N195-G02 & G03 for the proposed new potable water
layout.
5.6 Consultation
A pre-connection enquiry for has been submitted to Irish Water and response
received 22/09/17. Irish Water have confirmed capacity to connect to the existing
6” water main in Carnlough Road. Please find the Pre Connection Enquiry
response from Irish Water included in Appendix E.
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6.0 TRAFFIC AND TRANSPORTATION
6.1 Overview
The roads have been designed in accordance with the classification as a local street in accordance with Cl.3.2.1 of the Design Manual for Urban Roads and Streets (Department of Transport, Tourism and Sport & Department of Environment, Community and Local Government, 2013). There will be no through traffic and short distances of carriageway.
Compliance with the requirements of DMURS will ensure that the development will be a slower nature of local street (i.e. 10-30 km/h) with drivers more likely to maintain lower speeds over shorter distances and more likely to comply with lower speed limits on local streets. This will ensure that an appropriate environment is created for all road users specifically pedestrians and cyclists.
As part of the proposed development access onto Carnlough Road, liaison with Dublin Bus will be undertaken to ensure the retention and appropriate relocation of the existing bus stops.
Design speeds are low with movements by larger vehicles infrequent and as such junction radii have been designed in accordance with Cl. 4.3.3 of DMURS to be between 3-6 metres. By providing reduced corner radii will improve pedestrian and cyclist safety at junctions by lowering the speed at which vehicles can turn corners and by increasing inter-visibility between users.
6.2 Layout
The proposed development will include a new internal access road. The new access road will be provided the south end of the site onto Carnlough Road. A shared path will be provided within the development along the eastern boundary linking Carnlough Road and Fassaugh Avenue.
The internal road layout arrangements and geometry have been designed in accordance with the requirements of DMURS. See OCSC Drg. No.’s N195-C01; C02 & C03 for proposed layout & long sections.
6.3 Traffic
An indicative road layout is proposed to upgrade the Carnlough Road / Cabra
Road junction by providing a new signalised junction including new controlled
pedestrian crossings. Discussions have taken place with the City Council Road
department with regards to their requirements for its implementation with
DMURS. The proposed indicative layout is to be agreed with the City Council prior
to commencement on site. The applicant is willing to accept a condition similar to
that attached to the final grant of permission on Reg. Ref. 2387/16 which states:
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“All roads and transport infrastructure, including new signalised junction with
pedestrian crossing for the R146 Cabra Road/ Carnlough Road junction, works to
Carnlough Road to facilitate turning lanes, new road marking etc. as indicated on
the roads drawings and site layout plan shall be agreed in writing with the
Environment and transportation Department prior to commencement of any
development. All costs to facilitate these works shall be at the expense of the
developer”.
See OCSC Drg’s no.’s N195-F01
6.4 Accessibility
A vehicle swept path analysis has been carried out for the development layout and PSV’s can access all necessary areas for refuse collection and fire tender access. See OCSC Drg. No.’s N195-C04 & C05 for details of vehicle swept path analysis.
From: Peter GlynnTo: Robert GillanCc: Jonathan Burke; Gerard Doherty; Anton Lennon; Alan Smith; Michael O"Reilly; Keith AtkinsonSubject: RE: Carnlough Road Cabra (N195) - Sewer Diversion - Plan ref no. 2387/16 Cabra 318 unit residential
development 420 car park basementDate: 05 July 2017 10:52:47
Hi Robert, Your proposed diversion of this storm water sewer is acceptable in principle to DCC drainagedivision. Regards,Peter Glynn | Peter Glynn | Executive Engineer | Planning & Developer Services | Asset Management | Environment and TransportationDepartment | Dublin City Council | Floor 4 Block 1 | Civic Offices | Wood Quay | Dublin 8 | -: Dublin City Council | Block 1 Floor 4 | Civic Offices | Fishamble Street | Dublin 8 | Ireland | ': 00353 1 222 3724 | 7: 00353 1 222 2300 | [email protected] | ;: www.dublincity.ie Smaoinigh ar an timpeallacht sula ndéanann tú an ríomhphost seo a phriontáil. Please consider theEnvironment before printing this mail.
From: Robert Gillan [mailto:[email protected]] Sent: 04 July 2017 17:25To: Peter GlynnCc: Jonathan Burke; Gerard Doherty; Anton Lennon; Alan Smith; Michael O'Reilly; Keith AtkinsonSubject: RE: Carnlough Road Cabra (N195) - Sewer Diversion - Plan ref no. 2387/16 Cabra 318unit residential development 420 car park basement Peter, Further to our discussion last week, I confirm the proposed location of the diverted sewer is notin the basement of the development.Please find attached blown up image of the diverted sewer connecting with existing at the eastside of the site. We have reduced the 90 degree bend to a gentler angle as shown. This brings the proposed diverted pipe close to the boundary and reduces the wayleave at therailway side. I would appreciate it if you could review the proposal. Regards,Robert Gillan BE CEng MIEICivil Engineer OCSC0876044703.
From: Peter Glynn [mailto:[email protected]] Sent: 27 June 2017 12:21To: Robert GillanCc: Jonathan Burke; Gerard Doherty; Anton Lennon; Alan Smith; Michael O'Reilly; Keith AtkinsonSubject: RE: Carnlough Road Cabra (N195) - Sewer Diversion - Plan ref no. 2387/16 Cabra 318
unit residential development 420 car park basement Hi Robert, Your proposal is acceptable in principle to DCC drainage division provided that the Storm Water(SW) sewer will be accessible in the car park basement of the proposed development formaintenance purposes, that no loading shall placed on the SW sewer, shall be capable ofdischarging the relevant design flows without causing flooding/surcharging, is in accordanceGDRCOPDW version 6.0 particularly sections 3.1, 3.6, 3.8.3, 3.16.2, 3.17, 3.18, 7 & 22 and theservices crossing the SW Sewer do not inhibit access to it for repairs/replacement. Regards,Peter Glynn | Peter Glynn | Executive Engineer | Planning & Developer Services | Asset Management | Environment and TransportationDepartment | Dublin City Council | Floor 4 Block 1 | Civic Offices | Wood Quay | Dublin 8 | -: Dublin City Council | Block 1 Floor 4 | Civic Offices | Fishamble Street | Dublin 8 | Ireland | ': 00353 1 222 3724 | 7: 00353 1 222 2300 | [email protected] | ;: www.dublincity.ie Smaoinigh ar an timpeallacht sula ndéanann tú an ríomhphost seo a phriontáil. Please consider theEnvironment before printing this mail.
From: Robert Gillan [mailto:[email protected]] Sent: 26 June 2017 16:39To: Peter GlynnCc: Jonathan Burke; Gerard Doherty; Anton Lennon; Alan Smith; Michael O'Reilly; Keith AtkinsonSubject: RE: Carnlough Road Cabra (N195) - Sewer Diversion Hi Peter, I tried calling last week to discuss. OCSC have followed the 5m either side minimum wayleaverequirement as demonstrated on the attached (N195-SK06), except for at the entry and exitpoints from site. A 10m wayleave requirement on the east of the site enters CIE ownedproperty. The gap between the building and the property boundary is approx. 5m. Can youreview and advise if a reduced wayleave would be acceptable in this location? You will also noteat the point of entry on the west side of the site a reduced wayleave proposed adjacent toprivate properties. Again, can you please review and comment? Also, there will be services spanning across the wayleave at various locations. These will includeeircom, virgin, heating and cooling, ESB. Refer attached D1723-IN2-01-ZZ-DR-SK-0009. Can youplease confirm no objection? Regards,Robert Gillan BE CEng MIEICivil Engineer OCSC0876044703.
From: Peter Glynn [mailto:[email protected]] Sent: 09 June 2017 12:53To: Robert GillanCc: Jonathan Burke; Gerard Doherty; Anton Lennon; Alan SmithSubject: RE: Carnlough Road Cabra (N195) - Sewer Diversion
Hi Robert, Your attached Surface Water (SW) sewer diversion proposal is acceptable in principle to DCCdrainage division , provided that:
· All works shall be in accordance with the Greater Dublin Regional Code of Practice forDrainage Works Version 6.0 (available from www.dublincity.ie).
· No structure may be constructed over the line of the proposed public sewer.· A minimum clear distance of five metres is to be maintained between sewers and all
structures on site, including basement and foundations.· The developer shall arrange at their own expense to have a sewer condition survey
(CCTV) carried out on the public SW sewer that is to be diverted, to the requirements ofLocal Sanitary Authority. Any connections live or currently unused must beaccommodated within the development and then re-connected to the active divertedsewer. Abandoned sewers must be grubbed up or filled with concrete and disusedconnections properly sealed to the approval of the Local Sanitary Authority.
· Detailed long section drawings of the proposed sewer diversion shall be submitted toDCC drainage division.
· A wayleave agreement with DCC drainage division shall be submitted by thedeveloper(s) for future access and maintenance of the sewer.
· A method statement for temporary over pumping arrangements must be submitted toDCC drainage division prior to any sewer diversion works commencing on site.
· Any requirements by the DCC drainage inspector of the Local Sanitary Authority on siteshall be adhered to and rectified at the Developer's expense.
· Foundation layouts shall be submitted for the written approval of the Local SanitaryAuthority, to show that no extra building load will be placed on the sewer.
· All PSCS and PSDP requirement under the Safety, Health and Welfare at Work(Construction) Regulations 2013 remain the responsibility of theapplicant(s)/developer(s).
Regards,Peter Glynn | Peter Glynn | Executive Engineer | Planning & Developer Services | Asset Management | Environment and TransportationDepartment | Dublin City Council | Floor 4 Block 1 | Civic Offices | Wood Quay | Dublin 8 | -: Dublin City Council | Block 1 Floor 4 | Civic Offices | Fishamble Street | Dublin 8 | Ireland | ': 00353 1 222 3724 | 7: 00353 1 222 2300 | [email protected] | ;: www.dublincity.ie Smaoinigh ar an timpeallacht sula ndéanann tú an ríomhphost seo a phriontáil. Please consider theEnvironment before printing this mail.
From: Anton Lennon [mailto:[email protected]] Sent: 07 June 2017 10:05To: Peter GlynnCc: Jonathan Burke; Robert Gillan; Gerard DohertySubject: Carnlough Road Cabra (N195) - Sewer Diversion Planning Reg. Ref. 2387/16
Peter, In relation to the above mentioned planning reference and Condition 8 (g), please find attachedDrg. No. N195-SK10 outlining a possible route for the sewer diversion. This has been madepossible through the rationalisation of the basement layout to significantly shorten the length ofdiversion required in comparison to that submitted at planning and subsequently not acceptedas per Condition 8 (g): Condition 8 (g) - There is an existing sewer running through the site. The developer shall carry outboth a pre- and post-construction CCTV survey on the public sewers affected by thisdevelopment, as agreed with Drainage Division. The pre-construction survey is to be submitted tothe Drainage Division prior to works commencing on site. The proposed diversion of the publicdrainage network is unacceptable to Drainage Division. Revised Drainage drawings shall besubmitted to Drainage Division for written approval prior to construction works commencing onsite. In this regard the attached drawing outlines a proposed diversion route for discussion. We areavailable to discuss further at your convenience. If you have any queries please don’t hesitate to contact me. RegardsAnton Lennon AssociateChartered EngineerBEng CEng MIEIPH: +353 1 8682000
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3. O'Connor Sutton Cronin accepts no liability or responsibility for any loss or damage suffered by anybody arising out of or in connection with the use or misuse of the attachedfiles.
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2. The attached drawing(s) are for information only. Hard copy prints of O'Connor Sutton Cronin drawings which have been issued for construction are solely to be used forconstruction purposes on site.
3. O'Connor Sutton Cronin accepts no liability or responsibility for any loss or damage suffered by anybody arising out of or in connection with the use or misuse of the attachedfiles.
4. Please note that the information contained in this transmission is both confidential and privileged and is intended only for use by the individual or entity to whom it isaddressed. Any copying, storing in a retrieval system, dissemination or review of any of the information contained in this transmission by parties other than the addressee isstrictly prohibited and unauthorised.
1
Robert Gillan
Subject: RE: CUST16171 RE: Site at Carnlough Road Cabra
From: Conor McCarey <[email protected]> Date: 14 September 2016 at 11:59:53 GMT+1 To: LA_gedoherty <[email protected]>, 'Anton Lennon' <[email protected]> Cc: 'Tony Horan' <[email protected]>, 'Niall McMenamin' <[email protected]> Subject: CUST16171 RE: Site at Carnlough Road Cabra
Anton, The proposal as set out in the emails below and Drg. No. N195‐H04 Revision P2 are in accordance with IW/DCC/OCSC discussions on 08/09/16. IW are satisfied that the proposed development will not impact the existing Cabra Network as both foul and storm flows are being directed Northwards to the NDDS foul network and the Tolka storm water catchment. As per our discussions please note that any future connections to the Cabra Network will be subject to a connection agreement and cannot be accommodated until such time as the existing flooding issues have been resolved. Regards,
Conor McCarey Senior Design Engineer Connections & Developer Services - Greater Dublin Region
Uisce Éireann Teach Colvill, 24-26 Sráid Thalbóid, Baile Átha Cliath 1, ÉireIrish Water Colvill House, 24-26 Talbot Street, Dublin 1, Ireland
T: +353 1 8925442 E: [email protected] www.water.ie
From: LA_gedoherty Sent: 13 September 2016 14:12 To: 'Anton Lennon' Cc: Conor McCarey; 'Tony Horan'; 'Niall McMenamin' Subject: RE: Site at Carnlough Road Cabra Anton, The drainage proposal reflects what was discussed and agreed at the mtg with Tony and Niall. It now requires IW to sign off so that the request for Add Info can be satisfied.
Gerry Doherty Senior Executive Engineer Planning & Developer Services | Asset Management | Environment and Transportation Department | Dublin City Council Floor 4 Block 1 | Civic Offices | Wood Quay | Dublin 8 Tel: 01- 2222414
2
Email: [email protected]
From: Anton Lennon [mailto:[email protected]] Sent: 13 September 2016 12:26 To: Gerard Doherty; Conor McCarey Cc: Niall McMenamin; Tony Horan; Pat Crean; Niall O'Byrne Subject: RE: Site at Carnlough Road Cabra Gerry/Conor, Further to the email below, please find attached Drg. No. N195‐H04 Revision P2 detailing our proposed stormwater solution. If you could please review and confirm acceptance by return email. If you have any queries please don’t hesitate to contact me. Regards Anton Lennon Chartered Engineer BEng CEng MIEI PH: +353 1 8682000
From: Tony Horan Sent: 08/09/2016 17:36 To: Gerard Doherty Cc: 'Conor McCarey'; Patrick Crean; Niall McMenamin Subject: Site at Carnlough Road Cabra
Gerry/Conor thanks for meeting up with us this morning and for bringing the meeting forward – it is appreciated. I note the following as discussed:
We note that there are some downstream issues with occasional flooding from a combined sewer at Cabra. This is as previously identified in our own network modelling and in subsequent modelling on behalf of Irish Water;
We note that IW intend to complete detailed design of a proposed storage/attenuation solution to this issue and that Irish Water have carried out detailed analysis of the local networks which included hydraulic modelling in order to develop a viable solution to the existing flooding issues. The preferred solution will include provision of attenuation/storage to alleviate the flooding. Currently this solution has approval to proceed to detailed design which will take an estimated 18‐24 months to complete;
Following detailed design further internal IW approvals will be required before the project can proceed to construction.
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We note further IW’s advices that ‘IW can at present accommodate the foul flows from the proposed development if pumped northwards into the NDDS network’ and we advise clearly that it is and has always been our intention to discharge foul flows northwards and into the NDDS network.
We note also IW’s query as to whether ‘any consideration been given to directing storm water flows northwards towards the storm network in Faussagh Avenue which ultimately discharges to the Tolka’. We advise that we have given consideration to this option and have designed a system as we discussed this morning which will direct stormwater into the Tolka network thus avoiding the downstream problems which currently exist in the Cabra network;
Our proposal will comprise a post attenuation pumped systems (duty & standby) to allow discharge to the Tolka network. We note that we are attenuating to a rate of 1.6 l/s/ha which is over and above the normal 2l/s/ha required;
It would be our intention to design the system in a manner to allow a later discharge by gravity to the Cabra network upon completion of the upgrades proposed by IW however we note for clarity that no loads will be discharged to the Cabra network until IW is satisfied that same can be accommodated.
We would like to thank you again for you time this morning and for your assistance in identifying a solution to this issue. Niall McMenamin will forward a drawing showing our proposed stormwater solution in the coming day or so. We will submit our F. I. response as discussed in the next week or so.
Best Regards TONY P. HORAN CHARTERED ENGINEER GROUP MANAGING DIRECTOR O'CONNOR SUTTON CRONIN MOBILE + 353 87 2804756
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copying, storing in a retrieval system, dissemination or review of any of the information contained in this transmission by parties other than the addressee is strictly prohibited and unauthorised.
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O'Connor Sutton Cronin Page 19 Prussia Street 100 Yr Storage +10% ccDublin 7 N195 - Carnlough RoadIreland Cabra, Dublin 7Date 15/09/2016 Designed by JBFile N195-Storage A_20160830... Checked by NMcXP Solutions Source Control 2017.1.2
Summary of Results for 100 year Return Period (+10%)
©1982-2017 XP Solutions
StormEvent
MaxLevel(m)
MaxDepth(m)
MaxControl(l/s)
MaxVolume(m³)
Status
15 min Summer 28.819 0.319 2.7 262.8 O K30 min Summer 28.940 0.440 2.7 362.5 O K60 min Summer 29.070 0.570 2.7 468.7 O K120 min Summer 29.213 0.713 2.7 587.0 O K180 min Summer 29.304 0.804 2.7 661.7 O K240 min Summer 29.372 0.872 2.7 717.4 O K360 min Summer 29.470 0.970 2.7 798.5 O K480 min Summer 29.542 1.042 2.7 857.2 O K600 min Summer 29.597 1.097 2.7 902.7 O K720 min Summer 29.641 1.141 2.7 939.4 O K960 min Summer 29.709 1.209 2.8 995.1 O K1440 min Summer 29.794 1.294 2.9 1065.2 O K2160 min Summer 29.856 1.356 3.0 1115.9 O K2880 min Summer 29.876 1.376 3.0 1132.0 O K4320 min Summer 29.881 1.381 3.0 1136.3 O K5760 min Summer 29.870 1.370 3.0 1127.4 O K7200 min Summer 29.852 1.352 3.0 1112.9 O K8640 min Summer 29.831 1.331 2.9 1095.6 O K10080 min Summer 29.808 1.308 2.9 1076.8 O K
15 min Winter 28.858 0.358 2.7 294.4 O K30 min Winter 28.994 0.494 2.7 406.3 O K
StormEvent
Rain(mm/hr)
FloodedVolume(m³)
DischargeVolume(m³)
Time-Peak(mins)
15 min Summer 78.421 0.0 207.8 1930 min Summer 54.249 0.0 227.3 3460 min Summer 35.256 0.0 426.9 64120 min Summer 22.257 0.0 435.0 124180 min Summer 16.860 0.0 420.1 184240 min Summer 13.819 0.0 410.8 244360 min Summer 10.410 0.0 403.0 364480 min Summer 8.503 0.0 403.7 482600 min Summer 7.264 0.0 410.7 602720 min Summer 6.385 0.0 418.4 722960 min Summer 5.206 0.0 428.6 9621440 min Summer 3.904 0.0 436.5 14422160 min Summer 2.927 0.0 860.8 21602880 min Summer 2.383 0.0 873.2 27964320 min Summer 1.781 0.0 861.3 35005760 min Summer 1.448 0.0 1697.1 42647200 min Summer 1.232 0.0 1647.8 50488640 min Summer 1.080 0.0 1595.4 588810080 min Summer 0.966 0.0 1553.5 6760
15 min Winter 78.421 0.0 218.6 1930 min Winter 54.249 0.0 228.7 34
O'Connor Sutton Cronin Page 29 Prussia Street 100 Yr Storage +10% ccDublin 7 N195 - Carnlough RoadIreland Cabra, Dublin 7Date 15/09/2016 Designed by JBFile N195-Storage A_20160830... Checked by NMcXP Solutions Source Control 2017.1.2
Summary of Results for 100 year Return Period (+10%)
©1982-2017 XP Solutions
StormEvent
MaxLevel(m)
MaxDepth(m)
MaxControl(l/s)
MaxVolume(m³)
Status
60 min Winter 29.139 0.639 2.7 525.8 O K120 min Winter 29.301 0.801 2.7 658.8 O K180 min Winter 29.403 0.903 2.7 743.0 O K240 min Winter 29.479 0.979 2.7 806.1 O K360 min Winter 29.592 1.092 2.7 898.4 O K480 min Winter 29.673 1.173 2.8 965.7 O K600 min Winter 29.737 1.237 2.8 1018.4 O K720 min Winter 29.789 1.289 2.9 1061.1 O K960 min Winter 29.870 1.370 3.0 1127.1 O K1440 min Winter 29.974 1.474 3.1 1213.2 O K2160 min Winter 30.058 1.558 3.2 1281.9 O K2880 min Winter 30.094 1.594 3.2 1311.8 O K4320 min Winter 30.100 1.600 3.2 1316.6 O K5760 min Winter 30.085 1.585 3.2 1304.7 O K7200 min Winter 30.060 1.560 3.2 1283.6 O K8640 min Winter 30.026 1.526 3.1 1256.1 O K10080 min Winter 29.989 1.489 3.1 1225.3 O K
StormEvent
Rain(mm/hr)
FloodedVolume(m³)
DischargeVolume(m³)
Time-Peak(mins)
60 min Winter 35.256 0.0 442.3 64120 min Winter 22.257 0.0 423.4 122180 min Winter 16.860 0.0 411.2 182240 min Winter 13.819 0.0 406.7 240360 min Winter 10.410 0.0 410.6 360480 min Winter 8.503 0.0 424.0 478600 min Winter 7.264 0.0 434.5 596720 min Winter 6.385 0.0 442.3 714960 min Winter 5.206 0.0 452.1 9461440 min Winter 3.904 0.0 458.7 14122160 min Winter 2.927 0.0 913.4 20962880 min Winter 2.383 0.0 923.9 27644320 min Winter 1.781 0.0 907.7 39725760 min Winter 1.448 0.0 1759.8 44967200 min Winter 1.232 0.0 1728.6 54088640 min Winter 1.080 0.0 1706.7 639210080 min Winter 0.966 0.0 1667.0 7264
O'Connor Sutton Cronin Page 39 Prussia Street 100 Yr Storage +10% ccDublin 7 N195 - Carnlough RoadIreland Cabra, Dublin 7Date 15/09/2016 Designed by JBFile N195-Storage A_20160830... Checked by NMcXP Solutions Source Control 2017.1.2
Rainfall Details
©1982-2017 XP Solutions
Rainfall Model FSR Winter Storms YesReturn Period (years) 100 Cv (Summer) 0.750
Region Scotland and Ireland Cv (Winter) 0.840M5-60 (mm) 16.300 Shortest Storm (mins) 15
Ratio R 0.277 Longest Storm (mins) 10080Summer Storms Yes Climate Change % +10
Time Area Diagram
Total Area (ha) 1.800
TimeFrom:
(mins)To:
Area(ha)
0 4 1.800
O'Connor Sutton Cronin Page 49 Prussia Street 100 Yr Storage +10% ccDublin 7 N195 - Carnlough RoadIreland Cabra, Dublin 7Date 15/09/2016 Designed by JBFile N195-Storage A_20160830... Checked by NMcXP Solutions Source Control 2017.1.2
Model Details
©1982-2017 XP Solutions
Storage is Online Cover Level (m) 31.000
Tank or Pond Structure
Invert Level (m) 28.500
Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)
0.000 823.0 1.600 823.0 1.601 0.0
Hydro-Brake® Optimum Outflow Control
Unit Reference MD-SHE-0077-3200-1600-3200Design Head (m) 1.600
Design Flow (l/s) 3.2Flush-Flo™ CalculatedObjective Minimise upstream storage
Application SurfaceSump Available YesDiameter (mm) 77
Invert Level (m) 28.500Minimum Outlet Pipe Diameter (mm) 100Suggested Manhole Diameter (mm) 1200
Control Points Head (m) Flow (l/s)
Design Point (Calculated) 1.600 3.2Flush-Flo™ 0.336 2.7Kick-Flo® 0.685 2.2
Mean Flow over Head Range - 2.6
The hydrological calculations have been based on the Head/Discharge relationship for theHydro-Brake® Optimum as specified. Should another type of control device other than aHydro-Brake Optimum® be utilised then these storage routing calculations will beinvalidated
Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)
0.100 2.2 1.200 2.8 3.000 4.3 7.000 6.40.200 2.6 1.400 3.0 3.500 4.6 7.500 6.60.300 2.7 1.600 3.2 4.000 4.9 8.000 6.80.400 2.7 1.800 3.4 4.500 5.2 8.500 7.00.500 2.6 2.000 3.5 5.000 5.4 9.000 7.20.600 2.5 2.200 3.7 5.500 5.7 9.500 7.40.800 2.3 2.400 3.9 6.000 5.91.000 2.6 2.600 4.0 6.500 6.2
O'Connor Sutton Cronin Page 19 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm Private A
©1982-2017 XP Solutions
Pipe Sizes GDSDS Manhole Sizes GDSDS
FSR Rainfall Model - Scotland and IrelandReturn Period (years) 5 Foul Sewage (l/s/ha) 0.000 Maximum Backdrop Height (m) 0.200
M5-60 (mm) 16.300 Volumetric Runoff Coeff. 0.750 Min Design Depth for Optimisation (m) 0.700Ratio R 0.277 PIMP (%) 100 Min Vel for Auto Design only (m/s) 1.00
Maximum Rainfall (mm/hr) 150 Add Flow / Climate Change (%) 10 Min Slope for Optimisation (1:X) 500Maximum Time of Concentration (mins) 30 Minimum Backdrop Height (m) 1.500
Designed with Level Soffits
Network Design Table for Storm Private A
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
SA1.000 58.465 0.260 224.9 0.255 4.00 0.0 0.600 o 300 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
SA1.000 61.60 4.93 29.900 0.255 0.0 0.0 4.3 1.04 73.8 46.9
O'Connor Sutton Cronin Page 29 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
Network Design Table for Storm Private A
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
SA1.001 10.876 0.048 226.6 0.000 0.00 0.0 0.600 o 300 Pipe/ConduitSA1.002 58.215 0.194 300.1 0.233 0.00 0.0 0.600 o 375 Pipe/ConduitSA1.003 38.765 0.097 399.6 0.145 0.00 0.0 0.600 o 450 Pipe/ConduitSA1.004 18.038 0.045 400.0 0.000 0.00 0.0 0.600 o 450 Pipe/ConduitSA1.005 6.665 0.017 400.0 0.000 0.00 0.0 0.600 o 450 Pipe/ConduitSA1.006 17.608 0.044 400.0 0.083 0.00 0.0 0.600 o 450 Pipe/Conduit
SA2.000 24.325 0.243 100.0 0.054 4.00 0.0 0.600 o 225 Pipe/ConduitSA2.001 12.121 0.121 100.0 0.000 0.00 0.0 0.600 o 225 Pipe/ConduitSA2.002 35.156 0.088 400.0 0.047 0.00 0.0 0.600 o 450 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
SA1.001 60.82 5.11 29.640 0.255 0.0 0.0 4.3 1.04 73.5 46.9SA1.002 57.03 6.04 29.517 0.488 0.0 0.0 7.5 1.04 114.9 83.0SA1.003 54.75 6.68 29.248 0.634 0.0 0.0 9.4 1.01 160.8 103.4SA1.004 53.76 6.98 29.151 0.634 0.0 0.0 9.4 1.01 160.7 103.4SA1.005 53.41 7.09 29.106 0.634 0.0 0.0 9.4 1.01 160.7 103.4SA1.006 52.50 7.38 29.000 0.717 0.0 0.0 10.2 1.01 160.7 112.2
SA2.000 64.62 4.31 29.530 0.054 0.0 0.0 0.9 1.31 52.0 10.4SA2.001 63.84 4.46 29.287 0.054 0.0 0.0 0.9 1.31 52.0 10.4SA2.002 61.10 5.04 29.044 0.101 0.0 0.0 1.7 1.01 160.7 18.4
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Network Design Table for Storm Private A
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
SA1.007 4.301 0.011 400.0 0.000 0.00 0.0 0.600 o 450 Pipe/ConduitSA1.008 6.363 0.016 400.0 0.000 0.00 0.0 0.600 o 450 Pipe/ConduitSA1.009 39.631 0.099 400.0 0.092 0.00 0.0 0.600 o 450 Pipe/ConduitSA1.010 85.062 0.213 400.0 0.186 0.00 0.0 0.600 o 450 Pipe/ConduitSA1.011 6.425 0.014 450.0 0.311 0.00 0.0 0.600 o 525 Pipe/ConduitSA1.012 58.424 0.130 450.0 0.000 0.00 0.0 0.600 o 525 Pipe/ConduitSA1.013 72.727 0.182 400.0 0.433 0.00 0.0 0.600 o 525 Pipe/ConduitSA1.014 4.312 0.011 400.0 0.000 0.00 0.0 0.600 o 525 Pipe/ConduitSA1.015 9.578 0.040 240.0 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
SA1.007 52.29 7.45 28.956 0.818 0.0 0.0 11.6 1.01 160.7 127.4SA1.008 51.97 7.55 28.945 0.818 0.0 0.0 11.6 1.01 160.7 127.4SA1.009 50.11 8.21 28.929 0.910 0.0 0.0 12.3 1.01 160.7 135.8SA1.010 46.63 9.61 28.830 1.095 0.0 0.0 13.8 1.01 160.7 152.2SA1.011 46.40 9.71 28.543 1.406 0.0 0.0 17.7 1.05 227.2 194.4SA1.012 44.43 10.64 28.528 1.406 0.0 0.0 17.7 1.05 227.2 194.4SA1.013 42.37 11.73 28.398 1.840 0.0 0.0 21.1 1.11 241.1 232.2SA1.014 42.26 11.79 28.217 1.840 0.0 0.0 21.1 1.11 241.1 232.2SA1.015 65.41 4.16 28.206 0.000 3.2 0.0 0.3 1.01 71.4 3.2
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Network Design Table for Storm Private A
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
SA1.016 1.729 0.007 240.0 0.000 0.00 0.0 0.600 o 300 Pipe/ConduitSA1.017 7.549 0.031 240.0 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
SA1.016 65.26 4.19 28.166 0.000 3.2 0.0 0.3 1.01 71.4 3.5SA1.017 64.61 4.31 28.059 0.000 3.2 0.0 0.3 1.01 71.4 3.5
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Manhole Schedules for Storm Private A
©1982-2017 XP Solutions
MHName
MHCL (m)
MHDepth(m)
MHConnection
MHDiam.,L*W
(mm)PN
Pipe OutInvert
Level (m)Diameter(mm)
PNPipes InInvert
Level (m)Diameter(mm)
Backdrop(mm)
SA1.0 31.000 1.100 Open Manhole 1360 x 1360 SA1.000 29.900 300
SA1.1 31.000 1.360 Open Manhole 1360 x 1360 SA1.001 29.640 300 SA1.000 29.640 300
SA1.2 31.000 1.483 Open Manhole 1360 x 1360 SA1.002 29.517 375 SA1.001 29.592 300
SA1.3 31.000 1.752 Open Manhole 1360 x 1360 SA1.003 29.248 450 SA1.002 29.323 375
SA1.4 31.000 1.849 Open Manhole 1360 x 1360 SA1.004 29.151 450 SA1.003 29.151 450
SA1.5 31.000 1.894 Open Manhole 1360 x 1360 SA1.005 29.106 450 SA1.004 29.106 450
SA1.6 31.000 2.000 Open Manhole SA1.006 29.000 450 SA1.005 29.089 450 89
SA2.0 31.000 1.470 Open Manhole 1360 x 1360 SA2.000 29.530 225
SA2.1 31.000 1.713 Open Manhole 1360 x 1360 SA2.001 29.287 225 SA2.000 29.287 225
SA2.2 31.000 1.956 Open Manhole SA2.002 29.044 450 SA2.001 29.166 225
SA1.7 Attenuation 31.000 2.044 Junction 0 SA1.007 28.956 450 SA1.006 28.956 450
SA2.002 28.956 450
SA1.8 31.000 2.055 Open Manhole 1360 x 1360 SA1.008 28.945 450 SA1.007 28.945 450
SA1.9 31.000 2.071 Open Manhole SA1.009 28.929 450 SA1.008 28.929 450
SA1.10 Attenuation 31.000 2.170 Junction 0 SA1.010 28.830 450 SA1.009 28.830 450
SA1.11 31.000 2.457 Open Manhole 1810 x 1810 SA1.011 28.543 525 SA1.010 28.618 450
SA1.12 31.000 2.472 Open Manhole SA1.012 28.528 525 SA1.011 28.528 525
SA1.13 Attenuation 31.000 2.602 Junction 0 SA1.013 28.398 525 SA1.012 28.398 525
SA1.14 31.000 2.783 Open Manhole 1810 x 1810 SA1.014 28.217 525 SA1.013 28.217 525
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Manhole Schedules for Storm Private A
©1982-2017 XP Solutions
MHName
MHCL (m)
MHDepth(m)
MHConnection
MHDiam.,L*W
(mm)PN
Pipe OutInvert
Level (m)Diameter(mm)
PNPipes InInvert
Level (m)Diameter(mm)
Backdrop(mm)
SA1.15 31.000 2.794 Open Manhole 1810 x 1810 SA1.015 28.206 300 SA1.014 28.206 525
SA1.16 31.000 2.834 Open Manhole 1360 x 1360 SA1.016 28.166 300 SA1.015 28.166 300
SA1.17 31.000 2.941 Open Manhole 1360 x 1360 SA1.017 28.059 300 SA1.016 28.159 300 100
SASC1.4 31.000 2.972 Open Manhole 1360 x 1360 OUTFALL SA1.017 28.028 300
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PIPELINE SCHEDULES for Storm Private A
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SA1.000 o 300 SA1.0 31.000 29.900 0.800 Open Manhole 1360 x 1360SA1.001 o 300 SA1.1 31.000 29.640 1.060 Open Manhole 1360 x 1360SA1.002 o 375 SA1.2 31.000 29.517 1.108 Open Manhole 1360 x 1360SA1.003 o 450 SA1.3 31.000 29.248 1.302 Open Manhole 1360 x 1360SA1.004 o 450 SA1.4 31.000 29.151 1.399 Open Manhole 1360 x 1360SA1.005 o 450 SA1.5 31.000 29.106 1.444 Open Manhole 1360 x 1360SA1.006 o 450 SA1.6 31.000 29.000 1.550 Open Manhole 1360 x 1360
SA2.000 o 225 SA2.0 31.000 29.530 1.245 Open Manhole 1360 x 1360
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SA1.000 58.465 224.9 SA1.1 31.000 29.640 1.060 Open Manhole 1360 x 1360SA1.001 10.876 226.6 SA1.2 31.000 29.592 1.108 Open Manhole 1360 x 1360SA1.002 58.215 300.1 SA1.3 31.000 29.323 1.302 Open Manhole 1360 x 1360SA1.003 38.765 399.6 SA1.4 31.000 29.151 1.399 Open Manhole 1360 x 1360SA1.004 18.038 400.0 SA1.5 31.000 29.106 1.444 Open Manhole 1360 x 1360SA1.005 6.665 400.0 SA1.6 31.000 29.089 1.461 Open Manhole 1360 x 1360SA1.006 17.608 400.0 SA1.7 Attenuation 31.000 28.956 1.594 Junction
SA2.000 24.325 100.0 SA2.1 31.000 29.287 1.488 Open Manhole 1360 x 1360
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PIPELINE SCHEDULES for Storm Private A
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SA2.001 o 225 SA2.1 31.000 29.287 1.488 Open Manhole 1360 x 1360SA2.002 o 450 SA2.2 31.000 29.044 1.506 Open Manhole 1360 x 1360
SA1.007 o 450 SA1.7 Attenuation 31.000 28.956 1.594 JunctionSA1.008 o 450 SA1.8 31.000 28.945 1.605 Open Manhole 1360 x 1360SA1.009 o 450 SA1.9 31.000 28.929 1.621 Open Manhole 1360 x 1360SA1.010 o 450 SA1.10 Attenuation 31.000 28.830 1.720 JunctionSA1.011 o 525 SA1.11 31.000 28.543 1.932 Open Manhole 1810 x 1810SA1.012 o 525 SA1.12 31.000 28.528 1.947 Open Manhole 1810 x 1810
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SA2.001 12.121 100.0 SA2.2 31.000 29.166 1.609 Open Manhole 1360 x 1360SA2.002 35.156 400.0 SA1.7 Attenuation 31.000 28.956 1.594 Junction
SA1.007 4.301 400.0 SA1.8 31.000 28.945 1.605 Open Manhole 1360 x 1360SA1.008 6.363 400.0 SA1.9 31.000 28.929 1.621 Open Manhole 1360 x 1360SA1.009 39.631 400.0 SA1.10 Attenuation 31.000 28.830 1.720 JunctionSA1.010 85.062 400.0 SA1.11 31.000 28.618 1.932 Open Manhole 1810 x 1810SA1.011 6.425 450.0 SA1.12 31.000 28.528 1.947 Open Manhole 1810 x 1810SA1.012 58.424 450.0 SA1.13 Attenuation 31.000 28.398 2.077 Junction
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PIPELINE SCHEDULES for Storm Private A
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SA1.013 o 525 SA1.13 Attenuation 31.000 28.398 2.077 JunctionSA1.014 o 525 SA1.14 31.000 28.217 2.258 Open Manhole 1810 x 1810SA1.015 o 300 SA1.15 31.000 28.206 2.494 Open Manhole 1810 x 1810SA1.016 o 300 SA1.16 31.000 28.166 2.534 Open Manhole 1360 x 1360SA1.017 o 300 SA1.17 31.000 28.059 2.641 Open Manhole 1360 x 1360
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SA1.013 72.727 400.0 SA1.14 31.000 28.217 2.258 Open Manhole 1810 x 1810SA1.014 4.312 400.0 SA1.15 31.000 28.206 2.269 Open Manhole 1810 x 1810SA1.015 9.578 240.0 SA1.16 31.000 28.166 2.534 Open Manhole 1360 x 1360SA1.016 1.729 240.0 SA1.17 31.000 28.159 2.541 Open Manhole 1360 x 1360SA1.017 7.549 240.0 SASC1.4 31.000 28.028 2.672 Open Manhole 1360 x 1360
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Free Flowing Outfall Details for Storm Private A
©1982-2017 XP Solutions
OutfallPipe Number
OutfallName
C. Level(m)
I. Level(m)
MinI. Level
(m)
D,L(mm)
W(mm)
SA1.017 SASC1.4 31.000 28.028 28.025 1360 1360
Simulation Criteria for Storm Private A
Volumetric Runoff Coeff 0.750 Manhole Headloss Coeff (Global) 0.500 Inlet Coeffiecient 0.800Areal Reduction Factor 1.000 Foul Sewage per hectare (l/s) 0.000 Flow per Person per Day (l/per/day) 0.000
Hot Start (mins) 0 Additional Flow - % of Total Flow 0.000 Run Time (mins) 60Hot Start Level (mm) 0 MADD Factor * 10m³/ha Storage 2.000 Output Interval (mins) 1
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 0 Number of Storage Structures 4 Number of Real Time Controls 0
Synthetic Rainfall Details
Rainfall Model FSR M5-60 (mm) 16.300 Cv (Summer) 0.750Return Period (years) 100 Ratio R 0.277 Cv (Winter) 0.840
Region Scotland and Ireland Profile Type Summer Storm Duration (mins) 30
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Storage Structures for Storm Private A
©1982-2017 XP Solutions
Complex Manhole: SA1.7 Attenuation, DS/PN: SA1.007
Cellular Storage
Invert Level (m) 29.016 Infiltration Coefficient Side (m/hr) 0.00000 Porosity 0.40Infiltration 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)
0.000 322.0 0.0 0.250 322.0 0.0 0.251 0.0 0.0
Cellular Storage
Invert Level (m) 29.266 Infiltration Coefficient Side (m/hr) 0.00000 Porosity 0.95Infiltration 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)
0.000 280.0 0.0 1.600 280.0 0.0 1.601 0.0 0.0
Filter Drain
Infiltration Coefficient Base (m/hr) 0.00000 Porosity 0.40 Trench Length (m) 50.0Infiltration Coefficient Side (m/hr) 0.00000 Invert Level (m) 29.266 Pipe Diameter (m) 0.450
Safety Factor 1.0 Trench Width (m) 0.8 Pipe Depth above Invert (m) 0.325
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Filter Drain
©1982-2017 XP Solutions
Number of Pipes 1 Cap Volume Depth (m) 0.000Slope (1:X) 450.0 Cap Infiltration Depth (m) 0.000
Complex Manhole: SA1.11, DS/PN: SA1.011
Cellular Storage
Invert Level (m) 28.691 Infiltration Coefficient Side (m/hr) 0.00000 Porosity 0.40Infiltration 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)
0.000 450.0 0.0 0.250 450.0 0.0 0.251 0.0 0.0
Filter Drain
Infiltration Coefficient Base (m/hr) 0.00000 Trench Width (m) 0.8 Slope (1:X) 450.0Infiltration Coefficient Side (m/hr) 0.00000 Trench Length (m) 120.0 Cap Volume Depth (m) 0.000
Safety Factor 2.0 Pipe Diameter (m) 0.450 Cap Infiltration Depth (m) 0.000Porosity 0.40 Pipe Depth above Invert (m) 0.325
Invert Level (m) 28.691 Number of Pipes 1
Cellular Storage
Invert Level (m) 28.941 Infiltration Coefficient Side (m/hr) 0.00000 Porosity 0.95Infiltration Coefficient Base (m/hr) 0.00000 Safety Factor 2.0
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Cellular Storage
©1982-2017 XP Solutions
Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)
0.000 360.0 0.0 1.600 360.0 0.0 1.601 0.0 0.0
Complex Manhole: SA1.13 Attenuation, DS/PN: SA1.013
Cellular Storage
Invert Level (m) 28.483 Infiltration Coefficient Side (m/hr) 0.00000 Porosity 0.40Infiltration 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 85.0 0.0 0.250 85.0 0.0 0.251 0.0 0.0
Filter Drain
Infiltration Coefficient Base (m/hr) 0.00000 Trench Width (m) 0.8 Slope (1:X) 450.0Infiltration Coefficient Side (m/hr) 0.00000 Trench Length (m) 54.0 Cap Volume Depth (m) 0.000
Safety Factor 2.0 Pipe Diameter (m) 0.450 Cap Infiltration Depth (m) 0.000Porosity 0.40 Pipe Depth above Invert (m) 0.325
Invert Level (m) 28.483 Number of Pipes 1
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Cellular Storage
©1982-2017 XP Solutions
Invert Level (m) 28.733 Infiltration Coefficient Side (m/hr) 0.00000 Porosity 0.95Infiltration 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 50.0 0.0 1.600 50.0 0.0 1.601 0.0 0.0
Complex Manhole: SA1.14, DS/PN: SA1.014
Cellular Storage
Invert Level (m) 28.144 Infiltration Coefficient Side (m/hr) 0.00000 Porosity 0.40Infiltration 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)
0.000 107.0 0.0 0.250 107.0 0.0 0.251 0.0 0.0
Filter Drain
Infiltration Coefficient Base (m/hr) 0.00000 Trench Width (m) 0.8 Slope (1:X) 450.0Infiltration Coefficient Side (m/hr) 0.00000 Trench Length (m) 68.0 Cap Volume Depth (m) 0.000
Safety Factor 2.0 Pipe Diameter (m) 0.450 Cap Infiltration Depth (m) 0.000Porosity 0.40 Pipe Depth above Invert (m) 0.325
Invert Level (m) 28.144 Number of Pipes 1
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Cellular Storage
©1982-2017 XP Solutions
Invert Level (m) 28.394 Infiltration Coefficient Side (m/hr) 0.00000 Porosity 0.95Infiltration 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 64.0 0.0 1.600 64.0 0.0 1.601 0.0 0.0
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STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm Private A
©1982-2017 XP Solutions
Pipe Sizes GDSDS Manhole Sizes GDSDS
FSR Rainfall Model - Scotland and IrelandReturn Period (years) 5 Foul Sewage (l/s/ha) 0.000 Maximum Backdrop Height (m) 0.200
M5-60 (mm) 16.300 Volumetric Runoff Coeff. 0.750 Min Design Depth for Optimisation (m) 0.700Ratio R 0.277 PIMP (%) 100 Min Vel for Auto Design only (m/s) 1.00
Maximum Rainfall (mm/hr) 150 Add Flow / Climate Change (%) 10 Min Slope for Optimisation (1:X) 500Maximum Time of Concentration (mins) 30 Minimum Backdrop Height (m) 1.500
Designed with Level Soffits
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1 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private A
©1982-2017 XP Solutions
Simulation CriteriaAreal Reduction Factor 1.000 Manhole Headloss Coeff (Global) 0.500 MADD Factor * 10m³/ha Storage 2.000
Hot Start (mins) 0 Foul Sewage per hectare (l/s) 0.000 Inlet Coeffiecient 0.800Hot Start Level (mm) 0 Additional Flow - % of Total Flow 0.000 Flow per Person per Day (l/per/day) 0.000
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 0 Number of Storage Structures 4 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR M5-60 (mm) 16.300 Cv (Summer) 0.750
Region Scotland and Ireland Ratio R 0.277 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 150.0 DVD Status OFFAnalysis Timestep 2.5 Second Increment (Extended) Inertia Status OFF
DTS Status ON
Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600, 720, 960, 1440, 2160, 2880,
4320, 5760, 7200, 8640, 10080Return Period(s) (years) 1, 30, 100
Climate Change (%) 10, 10, 10
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SA1.000 SA1.0 360 minute 1 year Winter I+10% 29.960 -0.240 0.6 6.1 OK
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1 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private A
©1982-2017 XP Solutions
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SA1.001 SA1.1 360 minute 1 year Winter I+10% 29.705 -0.235 0.5 6.1 OKSA1.002 SA1.2 360 minute 1 year Winter I+10% 29.599 -0.293 0.7 11.7 OKSA1.003 SA1.3 360 minute 1 year Winter I+10% 29.349 -0.349 0.6 15.2 OKSA1.004 SA1.4 360 minute 1 year Winter I+10% 29.265 -0.336 0.5 15.2 OKSA1.005 SA1.5 360 minute 1 year Winter I+10% 29.220 -0.336 0.5 15.2 OKSA1.006 SA1.6 360 minute 1 year Winter I+10% 29.123 -0.327 0.5 17.2 OKSA2.000 SA2.0 360 minute 1 year Winter I+10% 29.555 -0.200 0.6 1.3 OKSA2.001 SA2.1 360 minute 1 year Winter I+10% 29.312 -0.200 0.6 1.3 OKSA2.002 SA2.2 360 minute 1 year Winter I+10% 29.100 -0.394 0.3 2.4 OKSA1.007 SA1.7 Attenuation 360 minute 1 year Winter I+10% 29.080 -0.326 0.6 19.8 OK*SA1.008 SA1.8 360 minute 1 year Winter I+10% 29.079 -0.316 0.5 19.5 OKSA1.009 SA1.9 360 minute 1 year Winter I+10% 29.046 -0.333 0.7 21.6 OKSA1.010 SA1.10 Attenuation 360 minute 1 year Winter I+10% 28.950 -0.330 0.8 25.8 OK*SA1.011 SA1.11 360 minute 1 year Winter I+10% 28.707 -0.361 0.6 32.3 OKSA1.012 SA1.12 360 minute 1 year Winter I+10% 28.666 -0.387 0.7 32.3 OKSA1.013 SA1.13 Attenuation 360 minute 1 year Winter I+10% 28.545 -0.379 0.8 41.8 OK*SA1.014 SA1.14 360 minute 1 year Winter I+10% 28.413 -0.328 0.6 42.1 OKSA1.015 SA1.15 360 minute 1 year Winter I+10% 28.404 -0.102 0.9 42.1 OKSA1.016 SA1.16 360 minute 1 year Winter I+10% 28.363 -0.103 0.9 42.1 OKSA1.017 SA1.17 360 minute 1 year Winter I+10% 28.263 -0.096 0.8 42.1 OK
O'Connor Sutton Cronin Page 49 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
30 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private A
©1982-2017 XP Solutions
Simulation CriteriaAreal Reduction Factor 1.000 Manhole Headloss Coeff (Global) 0.500 MADD Factor * 10m³/ha Storage 2.000
Hot Start (mins) 0 Foul Sewage per hectare (l/s) 0.000 Inlet Coeffiecient 0.800Hot Start Level (mm) 0 Additional Flow - % of Total Flow 0.000 Flow per Person per Day (l/per/day) 0.000
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 0 Number of Storage Structures 4 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR M5-60 (mm) 16.300 Cv (Summer) 0.750
Region Scotland and Ireland Ratio R 0.277 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 150.0 DVD Status OFFAnalysis Timestep 2.5 Second Increment (Extended) Inertia Status OFF
DTS Status ON
Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600, 720, 960, 1440, 2160, 2880,
4320, 5760, 7200, 8640, 10080Return Period(s) (years) 1, 30, 100
Climate Change (%) 10, 10, 10
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SA1.000 SA1.0 360 minute 30 year Winter I+10% 29.984 -0.216 0.8 12.4 OK
O'Connor Sutton Cronin Page 59 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
30 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private A
©1982-2017 XP Solutions
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SA1.001 SA1.1 360 minute 30 year Winter I+10% 29.733 -0.207 0.7 12.4 OKSA1.002 SA1.2 360 minute 30 year Winter I+10% 29.636 -0.256 0.8 23.7 OKSA1.003 SA1.3 360 minute 30 year Winter I+10% 29.396 -0.302 0.7 30.7 OKSA1.004 SA1.4 360 minute 30 year Winter I+10% 29.317 -0.284 0.6 30.7 OKSA1.005 SA1.5 360 minute 30 year Winter I+10% 29.272 -0.284 0.6 30.7 OKSA1.006 SA1.6 360 minute 30 year Winter I+10% 29.181 -0.269 0.6 34.6 OKSA2.000 SA2.0 360 minute 30 year Winter I+10% 29.564 -0.191 0.7 2.6 OKSA2.001 SA2.1 360 minute 30 year Winter I+10% 29.322 -0.190 0.7 2.6 OKSA2.002 SA2.2 360 minute 30 year Winter I+10% 29.146 -0.348 0.3 4.9 OKSA1.007 SA1.7 Attenuation 360 minute 30 year Winter I+10% 29.138 -0.267 0.6 38.9 OK*SA1.008 SA1.8 360 minute 30 year Winter I+10% 29.132 -0.263 0.6 38.9 OKSA1.009 SA1.9 360 minute 30 year Winter I+10% 29.100 -0.280 0.8 43.1 OKSA1.010 SA1.10 Attenuation 360 minute 30 year Winter I+10% 29.005 -0.275 0.9 51.8 OK*SA1.011 SA1.11 360 minute 30 year Winter I+10% 28.784 -0.283 0.7 65.2 OKSA1.012 SA1.12 360 minute 30 year Winter I+10% 28.761 -0.292 0.8 65.2 OKSA1.013 SA1.13 Attenuation 360 minute 30 year Winter I+10% 28.692 -0.231 0.9 82.0 OK*SA1.014 SA1.14 360 minute 30 year Winter I+10% 28.654 -0.088 0.6 80.7 OKSA1.015 SA1.15 360 minute 30 year Winter I+10% 28.657 0.151 1.1 79.3 SURCHARGEDSA1.016 SA1.16 360 minute 30 year Winter I+10% 28.545 0.079 1.1 79.3 SURCHARGEDSA1.017 SA1.17 360 minute 30 year Winter I+10% 28.413 0.054 1.1 79.3 SURCHARGED
O'Connor Sutton Cronin Page 69 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
100 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private A
©1982-2017 XP Solutions
Simulation CriteriaAreal Reduction Factor 1.000 Manhole Headloss Coeff (Global) 0.500 MADD Factor * 10m³/ha Storage 2.000
Hot Start (mins) 0 Foul Sewage per hectare (l/s) 0.000 Inlet Coeffiecient 0.800Hot Start Level (mm) 0 Additional Flow - % of Total Flow 0.000 Flow per Person per Day (l/per/day) 0.000
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 0 Number of Storage Structures 4 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR M5-60 (mm) 16.300 Cv (Summer) 0.750
Region Scotland and Ireland Ratio R 0.277 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 150.0 DVD Status OFFAnalysis Timestep 2.5 Second Increment (Extended) Inertia Status OFF
DTS Status ON
Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600, 720, 960, 1440, 2160, 2880,
4320, 5760, 7200, 8640, 10080Return Period(s) (years) 1, 30, 100
Climate Change (%) 10, 10, 10
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SA1.000 SA1.0 360 minute 100 year Winter I+10% 29.996 -0.204 0.8 15.7 OK
O'Connor Sutton Cronin Page 79 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
100 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private A
©1982-2017 XP Solutions
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SA1.001 SA1.1 360 minute 100 year Winter I+10% 29.745 -0.195 0.7 15.7 OKSA1.002 SA1.2 360 minute 100 year Winter I+10% 29.651 -0.241 0.8 30.0 OKSA1.003 SA1.3 360 minute 100 year Winter I+10% 29.418 -0.280 0.7 38.9 OKSA1.004 SA1.4 360 minute 100 year Winter I+10% 29.341 -0.260 0.6 38.9 OKSA1.005 SA1.5 360 minute 100 year Winter I+10% 29.296 -0.260 0.6 38.9 OKSA1.006 SA1.6 360 minute 100 year Winter I+10% 29.207 -0.243 0.6 43.9 OKSA2.000 SA2.0 360 minute 100 year Winter I+10% 29.569 -0.186 0.7 3.3 OKSA2.001 SA2.1 360 minute 100 year Winter I+10% 29.327 -0.185 0.7 3.3 OKSA2.002 SA2.2 360 minute 100 year Winter I+10% 29.171 -0.323 0.3 6.2 OKSA1.007 SA1.7 Attenuation 360 minute 100 year Winter I+10% 29.165 -0.241 0.7 49.3 OK*SA1.008 SA1.8 360 minute 100 year Winter I+10% 29.159 -0.236 0.7 49.3 OKSA1.009 SA1.9 360 minute 100 year Winter I+10% 29.124 -0.255 0.8 54.7 OKSA1.010 SA1.10 Attenuation 360 minute 100 year Winter I+10% 29.030 -0.250 1.0 65.7 OK*SA1.011 SA1.11 360 minute 100 year Winter I+10% 28.847 -0.221 0.7 77.6 OKSA1.012 SA1.12 360 minute 100 year Winter I+10% 28.833 -0.220 0.8 77.4 OKSA1.013 SA1.13 Attenuation 360 minute 100 year Winter I+10% 28.794 -0.129 0.9 97.8 OK*SA1.014 SA1.14 360 minute 100 year Winter I+10% 28.758 0.016 0.6 96.2 SURCHARGEDSA1.015 SA1.15 360 minute 100 year Winter I+10% 28.762 0.256 1.3 95.0 SURCHARGEDSA1.016 SA1.16 360 minute 100 year Winter I+10% 28.603 0.137 1.3 94.9 SURCHARGEDSA1.017 SA1.17 360 minute 100 year Winter I+10% 28.456 0.097 1.3 94.9 SURCHARGED
O'Connor Sutton Cronin Page 19 Prussia Street 100 Yr Storage +10% ccDublin 7 N195 - Carnlough RoadIreland Cabra, Dublin 7Date 15/09/2016 Designed by JBFile N195-Storage B_20160830... Checked by NMcXP Solutions Source Control 2017.1.2
Summary of Results for 100 year Return Period (+10%)
©1982-2017 XP Solutions
StormEvent
MaxLevel(m)
MaxDepth(m)
MaxControl(l/s)
MaxVolume(m³)
Status
15 min Summer 29.138 0.316 2.3 233.6 O K30 min Summer 29.258 0.436 2.3 322.4 O K60 min Summer 29.385 0.563 2.3 417.0 O K120 min Summer 29.528 0.706 2.3 522.3 O K180 min Summer 29.618 0.796 2.3 588.8 O K240 min Summer 29.685 0.863 2.3 638.5 O K360 min Summer 29.783 0.961 2.3 710.9 O K480 min Summer 29.854 1.032 2.3 763.5 O K600 min Summer 29.909 1.087 2.3 804.3 O K720 min Summer 29.954 1.132 2.4 837.3 O K960 min Summer 30.022 1.200 2.4 887.7 O K1440 min Summer 30.108 1.286 2.5 951.6 O K2160 min Summer 30.172 1.350 2.6 999.0 O K2880 min Summer 30.194 1.372 2.6 1015.3 O K4320 min Summer 30.202 1.380 2.6 1020.9 O K5760 min Summer 30.193 1.371 2.6 1014.4 O K7200 min Summer 30.177 1.355 2.6 1002.7 O K8640 min Summer 30.157 1.335 2.6 988.2 O K10080 min Summer 30.136 1.314 2.6 972.4 O K
15 min Winter 29.176 0.354 2.3 261.8 O K30 min Winter 29.310 0.488 2.3 361.3 O K
StormEvent
Rain(mm/hr)
FloodedVolume(m³)
DischargeVolume(m³)
Time-Peak(mins)
15 min Summer 78.421 0.0 180.0 1930 min Summer 54.249 0.0 192.3 3460 min Summer 35.256 0.0 368.4 64120 min Summer 22.257 0.0 361.9 124180 min Summer 16.860 0.0 350.7 184240 min Summer 13.819 0.0 345.0 244360 min Summer 10.410 0.0 342.9 364480 min Summer 8.503 0.0 349.0 482600 min Summer 7.264 0.0 357.8 602720 min Summer 6.385 0.0 364.4 722960 min Summer 5.206 0.0 373.0 9621440 min Summer 3.904 0.0 379.4 14422160 min Summer 2.927 0.0 750.9 21602880 min Summer 2.383 0.0 761.0 28524320 min Summer 1.781 0.0 749.5 35405760 min Summer 1.448 0.0 1461.5 43207200 min Summer 1.232 0.0 1424.6 51128640 min Summer 1.080 0.0 1391.9 596010080 min Summer 0.966 0.0 1358.3 6760
15 min Winter 78.421 0.0 186.9 1930 min Winter 54.249 0.0 192.4 34
O'Connor Sutton Cronin Page 29 Prussia Street 100 Yr Storage +10% ccDublin 7 N195 - Carnlough RoadIreland Cabra, Dublin 7Date 15/09/2016 Designed by JBFile N195-Storage B_20160830... Checked by NMcXP Solutions Source Control 2017.1.2
Summary of Results for 100 year Return Period (+10%)
©1982-2017 XP Solutions
StormEvent
MaxLevel(m)
MaxDepth(m)
MaxControl(l/s)
MaxVolume(m³)
Status
60 min Winter 29.454 0.632 2.3 467.7 O K120 min Winter 29.614 0.792 2.3 586.1 O K180 min Winter 29.715 0.893 2.3 661.1 O K240 min Winter 29.791 0.969 2.3 717.3 O K360 min Winter 29.903 1.081 2.3 799.8 O K480 min Winter 29.984 1.162 2.4 860.1 O K600 min Winter 30.048 1.226 2.5 907.3 O K720 min Winter 30.100 1.278 2.5 945.8 O K960 min Winter 30.180 1.358 2.6 1005.3 O K1440 min Winter 30.286 1.464 2.7 1083.5 O K2160 min Winter 30.372 1.550 2.8 1146.9 O K2880 min Winter 30.411 1.589 2.8 1175.8 O K4320 min Winter 30.422 1.600 2.8 1183.8 O K5760 min Winter 30.409 1.587 2.8 1174.4 O K7200 min Winter 30.387 1.565 2.8 1157.7 O K8640 min Winter 30.356 1.534 2.7 1135.0 O K10080 min Winter 30.321 1.499 2.7 1109.0 O K
StormEvent
Rain(mm/hr)
FloodedVolume(m³)
DischargeVolume(m³)
Time-Peak(mins)
60 min Winter 35.256 0.0 371.9 64120 min Winter 22.257 0.0 353.2 122180 min Winter 16.860 0.0 346.0 182240 min Winter 13.819 0.0 345.5 242360 min Winter 10.410 0.0 356.7 360480 min Winter 8.503 0.0 369.4 478600 min Winter 7.264 0.0 378.4 596720 min Winter 6.385 0.0 384.9 714960 min Winter 5.206 0.0 393.2 9461440 min Winter 3.904 0.0 398.4 14122160 min Winter 2.927 0.0 796.1 20962880 min Winter 2.383 0.0 804.5 27644320 min Winter 1.781 0.0 788.9 39765760 min Winter 1.448 0.0 1521.2 45047200 min Winter 1.232 0.0 1507.8 54728640 min Winter 1.080 0.0 1490.9 639210080 min Winter 0.966 0.0 1455.0 7352
O'Connor Sutton Cronin Page 39 Prussia Street 100 Yr Storage +10% ccDublin 7 N195 - Carnlough RoadIreland Cabra, Dublin 7Date 15/09/2016 Designed by JBFile N195-Storage B_20160830... Checked by NMcXP Solutions Source Control 2017.1.2
Rainfall Details
©1982-2017 XP Solutions
Rainfall Model FSR Winter Storms YesReturn Period (years) 100 Cv (Summer) 0.750
Region Scotland and Ireland Cv (Winter) 0.840M5-60 (mm) 16.300 Shortest Storm (mins) 15
Ratio R 0.277 Longest Storm (mins) 10080Summer Storms Yes Climate Change % +10
Time Area Diagram
Total Area (ha) 1.600
TimeFrom:
(mins)To:
Area(ha)
0 4 1.600
O'Connor Sutton Cronin Page 49 Prussia Street 100 Yr Storage +10% ccDublin 7 N195 - Carnlough RoadIreland Cabra, Dublin 7Date 15/09/2016 Designed by JBFile N195-Storage B_20160830... Checked by NMcXP Solutions Source Control 2017.1.2
Model Details
©1982-2017 XP Solutions
Storage is Online Cover Level (m) 31.000
Tank or Pond Structure
Invert Level (m) 28.822
Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)
0.000 740.0 1.600 740.0 1.601 0.0
Hydro-Brake® Optimum Outflow Control
Unit Reference MD-SHE-0071-2800-1600-2800Design Head (m) 1.600
Design Flow (l/s) 2.8Flush-Flo™ CalculatedObjective Minimise upstream storage
Application SurfaceSump Available YesDiameter (mm) 71
Invert Level (m) 28.822Minimum Outlet Pipe Diameter (mm) 100Suggested Manhole Diameter (mm) 1200
Control Points Head (m) Flow (l/s)
Design Point (Calculated) 1.600 2.8Flush-Flo™ 0.314 2.3Kick-Flo® 0.637 1.8
Mean Flow over Head Range - 2.2
The hydrological calculations have been based on the Head/Discharge relationship for theHydro-Brake® Optimum as specified. Should another type of control device other than aHydro-Brake Optimum® be utilised then these storage routing calculations will beinvalidated
Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)
0.100 1.9 1.200 2.4 3.000 3.7 7.000 5.60.200 2.2 1.400 2.6 3.500 4.0 7.500 5.70.300 2.3 1.600 2.8 4.000 4.3 8.000 5.90.400 2.2 1.800 2.9 4.500 4.5 8.500 6.10.500 2.2 2.000 3.1 5.000 4.7 9.000 6.30.600 2.0 2.200 3.2 5.500 5.0 9.500 6.40.800 2.0 2.400 3.4 6.000 5.21.000 2.3 2.600 3.5 6.500 5.4
O'Connor Sutton Cronin Page 19 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm Private B
©1982-2017 XP Solutions
Pipe Sizes GDSDS Manhole Sizes GDSDS
FSR Rainfall Model - Scotland and IrelandReturn Period (years) 5 Foul Sewage (l/s/ha) 0.000 Maximum Backdrop Height (m) 0.200
M5-60 (mm) 16.300 Volumetric Runoff Coeff. 0.750 Min Design Depth for Optimisation (m) 0.700Ratio R 0.277 PIMP (%) 100 Min Vel for Auto Design only (m/s) 1.00
Maximum Rainfall (mm/hr) 150 Add Flow / Climate Change (%) 10 Min Slope for Optimisation (1:X) 500Maximum Time of Concentration (mins) 30 Minimum Backdrop Height (m) 1.500
Designed with Level Soffits
Network Design Table for Storm Private B
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
SB1.000 54.547 0.182 300.0 0.297 4.00 0.0 0.600 o 375 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
SB1.000 61.88 4.87 29.900 0.297 0.0 0.0 5.0 1.04 115.0 54.7
O'Connor Sutton Cronin Page 29 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
Network Design Table for Storm Private B
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
SB1.001 27.731 0.092 300.0 0.226 0.00 0.0 0.600 o 375 Pipe/ConduitSB1.002 55.883 0.186 300.0 0.101 0.00 0.0 0.600 o 375 Pipe/ConduitSB1.003 6.000 0.020 300.0 0.000 0.00 0.0 0.600 o 375 Pipe/ConduitSB1.004 13.935 0.040 350.0 0.068 0.00 0.0 0.600 o 450 Pipe/ConduitSB1.005 53.849 0.135 400.0 0.185 0.00 0.0 0.600 o 450 Pipe/ConduitSB1.006 54.196 0.135 400.0 0.088 0.00 0.0 0.600 o 450 Pipe/Conduit
SB2.000 26.882 0.179 150.0 0.087 4.00 0.0 0.600 o 225 Pipe/ConduitSB2.001 64.378 0.429 150.0 0.114 0.00 0.0 0.600 o 225 Pipe/ConduitSB2.002 15.529 0.065 240.0 0.187 0.00 0.0 0.600 o 300 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
SB1.001 59.91 5.32 29.718 0.523 0.0 0.0 8.5 1.04 115.0 93.3SB1.002 56.39 6.21 29.626 0.624 0.0 0.0 9.5 1.04 115.0 104.8SB1.003 56.04 6.31 29.439 0.624 0.0 0.0 9.5 1.04 115.0 104.8SB1.004 55.28 6.52 29.344 0.692 0.0 0.0 10.4 1.08 171.9 113.9SB1.005 52.40 7.41 28.900 0.877 0.0 0.0 12.4 1.01 160.7 136.9SB1.006 49.85 8.31 28.765 0.966 0.0 0.0 13.0 1.01 160.7 143.4
SB2.000 64.06 4.42 29.900 0.087 0.0 0.0 1.5 1.07 42.4 16.6SB2.001 59.45 5.43 29.721 0.201 0.0 0.0 3.2 1.07 42.4 35.6SB2.002 58.40 5.68 29.217 0.389 0.0 0.0 6.1 1.01 71.4 67.6
O'Connor Sutton Cronin Page 39 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
Network Design Table for Storm Private B
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
SB2.003 10.598 0.033 325.0 0.034 0.00 0.0 0.600 o 375 Pipe/ConduitSB2.004 3.828 0.012 325.0 0.000 0.00 0.0 0.600 o 375 Pipe/Conduit
SB1.007 3.255 0.016 200.0 0.202 0.00 0.0 0.600 o 300 Pipe/ConduitSB1.008 1.624 0.008 200.0 0.000 0.00 0.0 0.600 o 300 Pipe/ConduitSB1.009 26.268 0.131 200.0 0.000 0.00 0.0 0.600 o 300 Pipe/ConduitSB1.010 42.598 0.213 200.0 0.000 0.00 0.0 0.600 o 300 Pipe/ConduitSB1.011 42.890 0.214 200.0 0.000 0.00 0.0 0.600 o 300 Pipe/ConduitSB1.012 7.405 0.037 200.0 0.000 0.00 0.0 0.600 o 300 Pipe/ConduitSB1.013 20.712 0.104 199.2 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
SB2.003 57.71 5.86 29.077 0.423 0.0 0.0 6.6 1.00 110.4 72.7SB2.004 57.46 5.92 29.011 0.423 0.0 0.0 6.6 1.00 110.4 72.7
SB1.007 66.00 4.05 29.000 0.000 2.8 0.0 0.3 1.11 78.3 2.8SB1.008 65.86 4.07 28.884 0.000 2.8 0.0 0.3 1.11 78.3 3.1SB1.009 63.82 4.47 28.876 0.000 2.8 0.0 0.3 1.11 78.3 3.1SB1.010 60.81 5.11 28.745 0.000 2.8 0.0 0.3 1.11 78.3 3.1SB1.011 58.13 5.75 28.532 0.000 2.8 0.0 0.3 1.11 78.3 3.1SB1.012 57.69 5.87 28.317 0.000 2.8 0.0 0.3 1.11 78.3 3.1SB1.013 56.52 6.18 28.280 0.000 2.8 0.0 0.3 1.11 78.5 3.1
O'Connor Sutton Cronin Page 49 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
Manhole Schedules for Storm Private B
©1982-2017 XP Solutions
MHName
MHCL (m)
MHDepth(m)
MHConnection
MHDiam.,L*W
(mm)PN
Pipe OutInvert
Level (m)Diameter(mm)
PNPipes InInvert
Level (m)Diameter(mm)
Backdrop(mm)
SB1.0 31.000 1.100 Open Manhole 1360 x 1360 SB1.000 29.900 375
SB1.1 31.000 1.282 Open Manhole 1360 x 1360 SB1.001 29.718 375 SB1.000 29.718 375
SB1.2 31.000 1.374 Open Manhole 1360 x 1360 SB1.002 29.626 375 SB1.001 29.626 375
SB1.3 31.000 1.561 Open Manhole 1360 x 1360 SB1.003 29.439 375 SB1.002 29.439 375
SB1.4 31.000 1.656 Open Manhole 1360 x 1360 SB1.004 29.344 450 SB1.003 29.419 375
SB1.5 31.000 2.100 Open Manhole SB1.005 28.900 450 SB1.004 29.305 450 405
SB1.6 Attenuation 31.000 2.235 Junction 0 SB1.006 28.765 450 SB1.005 28.765 450
SB2.0 31.000 1.100 Open Manhole 1360 x 1360 SB2.000 29.900 225
SB2.1 31.000 1.279 Open Manhole 1360 x 1360 SB2.001 29.721 225 SB2.000 29.721 225
SB2.2 31.000 1.783 Open Manhole 1360 x 1360 SB2.002 29.217 300 SB2.001 29.292 225
SB2.3 31.000 1.923 Open Manhole 1360 x 1360 SB2.003 29.077 375 SB2.002 29.152 300
SB2.4 31.000 1.989 Open Manhole 1360 x 1360 SB2.004 29.011 375 SB2.003 29.044 375 33
SB1.7 31.000 2.370 Open Manhole 1360 x 1360 SB1.007 29.000 300 SB1.006 28.630 450
SB2.004 28.999 375
SB1.8 31.000 2.116 Open Manhole 1360 x 1360 SB1.008 28.884 300 SB1.007 28.984 300 100
SB1.9 31.000 2.124 Open Manhole 1360 x 1360 SB1.009 28.876 300 SB1.008 28.876 300
SB1.10 31.000 2.255 Open Manhole 1360 x 1360 SB1.010 28.745 300 SB1.009 28.745 300
SB1.11 31.000 2.468 Open Manhole 1360 x 1360 SB1.011 28.532 300 SB1.010 28.532 300
SB1.12 31.000 2.683 Open Manhole 1360 x 1360 SB1.012 28.317 300 SB1.011 28.317 300
O'Connor Sutton Cronin Page 59 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
Manhole Schedules for Storm Private B
©1982-2017 XP Solutions
MHName
MHCL (m)
MHDepth(m)
MHConnection
MHDiam.,L*W
(mm)PN
Pipe OutInvert
Level (m)Diameter(mm)
PNPipes InInvert
Level (m)Diameter(mm)
Backdrop(mm)
SB1.13 31.000 2.720 Open Manhole 1360 x 1360 SB1.013 28.280 300 SB1.012 28.280 300
SBSC1.5 31.000 2.824 Open Manhole 1360 x 1360 OUTFALL SB1.013 28.176 300
O'Connor Sutton Cronin Page 69 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
PIPELINE SCHEDULES for Storm Private B
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SB1.000 o 375 SB1.0 31.000 29.900 0.725 Open Manhole 1360 x 1360SB1.001 o 375 SB1.1 31.000 29.718 0.907 Open Manhole 1360 x 1360SB1.002 o 375 SB1.2 31.000 29.626 0.999 Open Manhole 1360 x 1360SB1.003 o 375 SB1.3 31.000 29.439 1.186 Open Manhole 1360 x 1360SB1.004 o 450 SB1.4 31.000 29.344 1.206 Open Manhole 1360 x 1360SB1.005 o 450 SB1.5 31.000 28.900 1.650 Open Manhole 1360 x 1360SB1.006 o 450 SB1.6 Attenuation 31.000 28.765 1.785 Junction
SB2.000 o 225 SB2.0 31.000 29.900 0.875 Open Manhole 1360 x 1360
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SB1.000 54.547 300.0 SB1.1 31.000 29.718 0.907 Open Manhole 1360 x 1360SB1.001 27.731 300.0 SB1.2 31.000 29.626 0.999 Open Manhole 1360 x 1360SB1.002 55.883 300.0 SB1.3 31.000 29.439 1.186 Open Manhole 1360 x 1360SB1.003 6.000 300.0 SB1.4 31.000 29.419 1.206 Open Manhole 1360 x 1360SB1.004 13.935 350.0 SB1.5 31.000 29.305 1.245 Open Manhole 1360 x 1360SB1.005 53.849 400.0 SB1.6 Attenuation 31.000 28.765 1.785 JunctionSB1.006 54.196 400.0 SB1.7 31.000 28.630 1.920 Open Manhole 1360 x 1360
SB2.000 26.882 150.0 SB2.1 31.000 29.721 1.054 Open Manhole 1360 x 1360
O'Connor Sutton Cronin Page 79 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
PIPELINE SCHEDULES for Storm Private B
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SB2.001 o 225 SB2.1 31.000 29.721 1.054 Open Manhole 1360 x 1360SB2.002 o 300 SB2.2 31.000 29.217 1.483 Open Manhole 1360 x 1360SB2.003 o 375 SB2.3 31.000 29.077 1.548 Open Manhole 1360 x 1360SB2.004 o 375 SB2.4 31.000 29.011 1.614 Open Manhole 1360 x 1360
SB1.007 o 300 SB1.7 31.000 29.000 1.700 Open Manhole 1360 x 1360SB1.008 o 300 SB1.8 31.000 28.884 1.816 Open Manhole 1360 x 1360SB1.009 o 300 SB1.9 31.000 28.876 1.824 Open Manhole 1360 x 1360SB1.010 o 300 SB1.10 31.000 28.745 1.955 Open Manhole 1360 x 1360
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SB2.001 64.378 150.0 SB2.2 31.000 29.292 1.483 Open Manhole 1360 x 1360SB2.002 15.529 240.0 SB2.3 31.000 29.152 1.548 Open Manhole 1360 x 1360SB2.003 10.598 325.0 SB2.4 31.000 29.044 1.581 Open Manhole 1360 x 1360SB2.004 3.828 325.0 SB1.7 31.000 28.999 1.626 Open Manhole 1360 x 1360
SB1.007 3.255 200.0 SB1.8 31.000 28.984 1.716 Open Manhole 1360 x 1360SB1.008 1.624 200.0 SB1.9 31.000 28.876 1.824 Open Manhole 1360 x 1360SB1.009 26.268 200.0 SB1.10 31.000 28.745 1.955 Open Manhole 1360 x 1360SB1.010 42.598 200.0 SB1.11 31.000 28.532 2.168 Open Manhole 1360 x 1360
O'Connor Sutton Cronin Page 89 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
PIPELINE SCHEDULES for Storm Private B
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SB1.011 o 300 SB1.11 31.000 28.532 2.168 Open Manhole 1360 x 1360SB1.012 o 300 SB1.12 31.000 28.317 2.383 Open Manhole 1360 x 1360SB1.013 o 300 SB1.13 31.000 28.280 2.420 Open Manhole 1360 x 1360
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SB1.011 42.890 200.0 SB1.12 31.000 28.317 2.383 Open Manhole 1360 x 1360SB1.012 7.405 200.0 SB1.13 31.000 28.280 2.420 Open Manhole 1360 x 1360SB1.013 20.712 199.2 SBSC1.5 31.000 28.176 2.524 Open Manhole 1360 x 1360
Free Flowing Outfall Details for Storm Private B
OutfallPipe Number
OutfallName
C. Level(m)
I. Level(m)
MinI. Level
(m)
D,L(mm)
W(mm)
SB1.013 SBSC1.5 31.000 28.176 28.025 1360 1360
O'Connor Sutton Cronin Page 99 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
Simulation Criteria for Storm Private B
©1982-2017 XP Solutions
Volumetric Runoff Coeff 0.750 Manhole Headloss Coeff (Global) 0.500 Inlet Coeffiecient 0.800Areal Reduction Factor 1.000 Foul Sewage per hectare (l/s) 0.000 Flow per Person per Day (l/per/day) 0.000
Hot Start (mins) 0 Additional Flow - % of Total Flow 0.000 Run Time (mins) 60Hot Start Level (mm) 0 MADD Factor * 10m³/ha Storage 2.000 Output Interval (mins) 1
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 6Number of Online Controls 0 Number of Storage Structures 1 Number of Real Time Controls 0
Synthetic Rainfall Details
Rainfall Model FSR M5-60 (mm) 16.300 Cv (Summer) 0.750Return Period (years) 100 Ratio R 0.277 Cv (Winter) 0.840
Region Scotland and Ireland Profile Type Summer Storm Duration (mins) 30
O'Connor Sutton Cronin Page 109 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
Storage Structures for Storm Private B
©1982-2017 XP Solutions
Complex Manhole: SB1.7, DS/PN: SB1.007
Cellular Storage
Invert Level (m) 29.000 Infiltration Coefficient Side (m/hr) 0.00000 Porosity 0.40Infiltration 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)
0.000 780.0 0.0 0.250 780.0 0.0 0.251 0.0 0.0
Cellular Storage
Invert Level (m) 29.250 Infiltration Coefficient Side (m/hr) 0.00000 Porosity 0.95Infiltration 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)
0.000 780.0 0.0 1.600 780.0 0.0 1.601 0.0 0.0
O'Connor Sutton Cronin Page 19 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm Private B
©1982-2017 XP Solutions
Pipe Sizes GDSDS Manhole Sizes GDSDS
FSR Rainfall Model - Scotland and IrelandReturn Period (years) 5 Foul Sewage (l/s/ha) 0.000 Maximum Backdrop Height (m) 0.200
M5-60 (mm) 16.300 Volumetric Runoff Coeff. 0.750 Min Design Depth for Optimisation (m) 0.700Ratio R 0.277 PIMP (%) 100 Min Vel for Auto Design only (m/s) 1.00
Maximum Rainfall (mm/hr) 150 Add Flow / Climate Change (%) 10 Min Slope for Optimisation (1:X) 500Maximum Time of Concentration (mins) 30 Minimum Backdrop Height (m) 1.500
Designed with Level Soffits
O'Connor Sutton Cronin Page 29 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
1 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private B
©1982-2017 XP Solutions
Simulation CriteriaAreal Reduction Factor 1.000 Manhole Headloss Coeff (Global) 0.500 MADD Factor * 10m³/ha Storage 2.000
Hot Start (mins) 0 Foul Sewage per hectare (l/s) 0.000 Inlet Coeffiecient 0.800Hot Start Level (mm) 0 Additional Flow - % of Total Flow 0.000 Flow per Person per Day (l/per/day) 0.000
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 6Number of Online Controls 0 Number of Storage Structures 1 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR M5-60 (mm) 16.300 Cv (Summer) 0.750
Region Scotland and Ireland Ratio R 0.277 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 150.0 DVD Status OFFAnalysis Timestep 2.5 Second Increment (Extended) Inertia Status OFF
DTS Status ON
Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600, 720, 960, 1440, 2160, 2880,
4320, 5760, 7200, 8640, 10080Return Period(s) (years) 1, 30, 100
Climate Change (%) 10, 10, 10
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SB1.000 SB1.0 360 minute 1 year Winter I+10% 29.963 -0.312 0.6 7.1 OK
O'Connor Sutton Cronin Page 39 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
1 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private B
©1982-2017 XP Solutions
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SB1.001 SB1.1 360 minute 1 year Winter I+10% 29.790 -0.303 0.6 8.4 OKSB1.002 SB1.2 360 minute 1 year Winter I+10% 29.705 -0.296 0.6 10.8 OKSB1.003 SB1.3 360 minute 1 year Winter I+10% 29.553 -0.261 0.5 14.9 OKSB1.004 SB1.4 360 minute 1 year Winter I+10% 29.455 -0.340 0.5 16.5 OKSB1.005 SB1.5 360 minute 1 year Winter I+10% 29.180 -0.170 0.5 20.8 OKSB1.006 SB1.6 Attenuation 360 minute 1 year Winter I+10% 29.169 -0.046 0.3 22.5 OK*SB2.000 SB2.0 360 minute 1 year Winter I+10% 29.933 -0.192 0.6 2.1 OKSB2.001 SB2.1 360 minute 1 year Winter I+10% 29.754 -0.192 0.6 2.2 OKSB2.002 SB2.2 360 minute 1 year Winter I+10% 29.254 -0.262 0.4 2.3 OKSB2.003 SB2.3 360 minute 1 year Winter I+10% 29.162 -0.290 0.4 3.1 OKSB2.004 SB2.4 360 minute 1 year Winter I+10% 29.159 -0.227 0.3 3.0 OKSB1.007 SB1.7 360 minute 1 year Winter I+10% 29.158 -0.142 0.7 27.6 OKSB1.008 SB1.8 360 minute 1 year Winter I+10% 29.048 -0.136 0.8 32.1 OKSB1.009 SB1.9 360 minute 1 year Winter I+10% 29.018 -0.158 1.0 32.1 OKSB1.010 SB1.10 360 minute 1 year Winter I+10% 28.883 -0.161 1.0 32.1 OKSB1.011 SB1.11 360 minute 1 year Winter I+10% 28.670 -0.161 1.0 32.1 OKSB1.012 SB1.12 360 minute 1 year Winter I+10% 28.477 -0.140 0.8 32.1 OKSB1.013 SB1.13 360 minute 1 year Winter I+10% 28.424 -0.156 1.0 32.1 OK
O'Connor Sutton Cronin Page 49 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
30 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private B
©1982-2017 XP Solutions
Simulation CriteriaAreal Reduction Factor 1.000 Manhole Headloss Coeff (Global) 0.500 MADD Factor * 10m³/ha Storage 2.000
Hot Start (mins) 0 Foul Sewage per hectare (l/s) 0.000 Inlet Coeffiecient 0.800Hot Start Level (mm) 0 Additional Flow - % of Total Flow 0.000 Flow per Person per Day (l/per/day) 0.000
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 6Number of Online Controls 0 Number of Storage Structures 1 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR M5-60 (mm) 16.300 Cv (Summer) 0.750
Region Scotland and Ireland Ratio R 0.277 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 150.0 DVD Status OFFAnalysis Timestep 2.5 Second Increment (Extended) Inertia Status OFF
DTS Status ON
Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600, 720, 960, 1440, 2160, 2880,
4320, 5760, 7200, 8640, 10080Return Period(s) (years) 1, 30, 100
Climate Change (%) 10, 10, 10
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SB1.000 SB1.0 360 minute 30 year Winter I+10% 29.991 -0.284 0.7 14.4 OK
O'Connor Sutton Cronin Page 59 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
30 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private B
©1982-2017 XP Solutions
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SB1.001 SB1.1 360 minute 30 year Winter I+10% 29.821 -0.272 0.7 17.0 OKSB1.002 SB1.2 360 minute 30 year Winter I+10% 29.740 -0.261 0.8 21.8 OKSB1.003 SB1.3 360 minute 30 year Winter I+10% 29.605 -0.209 0.6 30.0 OKSB1.004 SB1.4 360 minute 30 year Winter I+10% 29.505 -0.289 0.7 33.2 OKSB1.005 SB1.5 360 minute 30 year Winter I+10% 29.308 -0.042 0.5 42.0 OKSB1.006 SB1.6 Attenuation 360 minute 30 year Winter I+10% 29.215 0.000 0.4 46.1 SURCHARGED*SB2.000 SB2.0 360 minute 30 year Winter I+10% 29.949 -0.176 0.7 4.2 OKSB2.001 SB2.1 360 minute 30 year Winter I+10% 29.770 -0.176 0.7 4.4 OKSB2.002 SB2.2 360 minute 30 year Winter I+10% 29.285 -0.232 0.5 4.6 OKSB2.003 SB2.3 360 minute 30 year Winter I+10% 29.270 -0.182 0.4 6.2 OKSB2.004 SB2.4 360 minute 30 year Winter I+10% 29.268 -0.118 0.4 6.1 OKSB1.007 SB1.7 360 minute 30 year Winter I+10% 29.267 -0.033 0.8 50.5 OKSB1.008 SB1.8 360 minute 30 year Winter I+10% 29.184 0.000 0.9 59.6 SURCHARGEDSB1.009 SB1.9 360 minute 30 year Winter I+10% 29.088 -0.087 1.1 59.6 OKSB1.010 SB1.10 360 minute 30 year Winter I+10% 28.951 -0.093 1.1 59.6 OKSB1.011 SB1.11 360 minute 30 year Winter I+10% 28.760 -0.072 1.1 59.6 OKSB1.012 SB1.12 360 minute 30 year Winter I+10% 28.617 0.000 0.9 59.6 OKSB1.013 SB1.13 360 minute 30 year Winter I+10% 28.496 -0.084 1.1 59.6 OK
O'Connor Sutton Cronin Page 69 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
100 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private B
©1982-2017 XP Solutions
Simulation CriteriaAreal Reduction Factor 1.000 Manhole Headloss Coeff (Global) 0.500 MADD Factor * 10m³/ha Storage 2.000
Hot Start (mins) 0 Foul Sewage per hectare (l/s) 0.000 Inlet Coeffiecient 0.800Hot Start Level (mm) 0 Additional Flow - % of Total Flow 0.000 Flow per Person per Day (l/per/day) 0.000
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 6Number of Online Controls 0 Number of Storage Structures 1 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR M5-60 (mm) 16.300 Cv (Summer) 0.750
Region Scotland and Ireland Ratio R 0.277 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 150.0 DVD Status OFFAnalysis Timestep 2.5 Second Increment (Extended) Inertia Status OFF
DTS Status ON
Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600, 720, 960, 1440, 2160, 2880,
4320, 5760, 7200, 8640, 10080Return Period(s) (years) 1, 30, 100
Climate Change (%) 10, 10, 10
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SB1.000 SB1.0 360 minute 100 year Winter I+10% 30.003 -0.272 0.7 18.2 OK
O'Connor Sutton Cronin Page 79 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
100 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private B
©1982-2017 XP Solutions
PNUS/MHName Event
Water Level(m)
SurchargedDepth(m)
MaximumVelocity(m/s)
PipeFlow(l/s) Status
SB1.001 SB1.1 360 minute 100 year Winter I+10% 29.835 -0.258 0.7 21.5 OKSB1.002 SB1.2 360 minute 100 year Winter I+10% 29.754 -0.246 0.8 27.6 OKSB1.003 SB1.3 360 minute 100 year Winter I+10% 29.630 -0.185 0.7 38.0 OKSB1.004 SB1.4 360 minute 100 year Winter I+10% 29.528 -0.266 0.7 42.1 OKSB1.005 SB1.5 360 minute 100 year Winter I+10% 29.372 0.022 0.5 53.1 SURCHARGEDSB1.006 SB1.6 Attenuation 360 minute 100 year Winter I+10% 29.215 0.000 0.4 58.2 SURCHARGED*SB2.000 SB2.0 360 minute 100 year Winter I+10% 29.955 -0.170 0.7 5.4 OKSB2.001 SB2.1 360 minute 100 year Winter I+10% 29.775 -0.170 0.7 5.5 OKSB2.002 SB2.2 360 minute 100 year Winter I+10% 29.331 -0.186 0.5 5.9 OKSB2.003 SB2.3 360 minute 100 year Winter I+10% 29.326 -0.125 0.4 7.7 OKSB2.004 SB2.4 360 minute 100 year Winter I+10% 29.324 -0.062 0.4 7.5 OKSB1.007 SB1.7 360 minute 100 year Winter I+10% 29.323 0.023 0.9 61.4 SURCHARGEDSB1.008 SB1.8 360 minute 100 year Winter I+10% 29.293 0.109 1.0 73.0 SURCHARGEDSB1.009 SB1.9 360 minute 100 year Winter I+10% 29.211 0.035 1.1 73.0 SURCHARGEDSB1.010 SB1.10 360 minute 100 year Winter I+10% 29.074 0.030 1.2 71.8 SURCHARGEDSB1.011 SB1.11 360 minute 100 year Winter I+10% 28.869 0.037 1.1 71.8 SURCHARGEDSB1.012 SB1.12 360 minute 100 year Winter I+10% 28.662 0.045 1.0 71.8 SURCHARGEDSB1.013 SB1.13 360 minute 100 year Winter I+10% 28.580 0.000 1.1 71.8 OK
O'Connor Sutton Cronin Page 19 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm Public Diversion
©1982-2017 XP Solutions
Pipe Sizes GDSDS Manhole Sizes GDSDS
FSR Rainfall Model - Scotland and IrelandReturn Period (years) 5 Foul Sewage (l/s/ha) 0.000 Maximum Backdrop Height (m) 0.500
M5-60 (mm) 16.300 Volumetric Runoff Coeff. 0.750 Min Design Depth for Optimisation (m) 0.900Ratio R 0.277 PIMP (%) 100 Min Vel for Auto Design only (m/s) 1.00
Maximum Rainfall (mm/hr) 150 Add Flow / Climate Change (%) 0 Min Slope for Optimisation (1:X) 500Maximum Time of Concentration (mins) 30 Minimum Backdrop Height (m) 1.200
Designed with Level Soffits
Network Design Table for Storm Public Diversion
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
SC1.000 1.756 0.001 1756.0 0.000 4.00 0.0 0.600 o 450 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
SC1.000 65.93 4.06 28.100 0.000 0.0 0.0 0.0 0.48 75.7 0.0
O'Connor Sutton Cronin Page 29 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
Network Design Table for Storm Public Diversion
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
SC1.001 32.406 0.020 1640.0 0.000 0.00 0.0 0.600 o 450 Pipe/ConduitSC1.002 35.272 0.022 1640.0 0.000 0.00 3.2 0.600 o 450 Pipe/ConduitSC1.003 25.912 0.016 1640.0 0.000 0.00 0.0 0.600 o 450 Pipe/ConduitSC1.004 21.599 0.013 1640.0 0.000 0.00 0.0 0.600 o 450 Pipe/ConduitSC1.005 20.530 0.013 1640.0 0.000 0.00 6.0 0.600 o 450 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
SC1.001 60.61 5.16 28.099 0.000 0.0 0.0 0.0 0.49 78.4 0.0SC1.002 55.89 6.35 28.079 0.000 3.2 0.0 0.0 0.49 78.4 3.2SC1.003 52.97 7.22 28.058 0.000 3.2 0.0 0.0 0.49 78.4 3.2SC1.004 50.81 7.95 28.042 0.000 3.2 0.0 0.0 0.49 78.4 3.2SC1.005 48.95 8.65 28.029 0.000 9.2 0.0 0.0 0.49 78.4 9.2
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Manhole Schedules for Storm Public Diversion
©1982-2017 XP Solutions
MHName
MHCL (m)
MHDepth(m)
MHConnection
MHDiam.,L*W
(mm)PN
Pipe OutInvert
Level (m)Diameter(mm)
PNPipes InInvert
Level (m)Diameter(mm)
Backdrop(mm)
SC1.0 31.000 2.900 Open Manhole 1360 x 1360 SC1.000 28.100 450
SC1.1 31.000 2.901 Open Manhole 1360 x 1360 SC1.001 28.099 450 SC1.000 28.099 450
SC1.2 31.000 2.921 Open Manhole 1360 x 1360 SC1.002 28.079 450 SC1.001 28.079 450
SC1.3 31.000 2.942 Open Manhole 1360 x 1360 SC1.003 28.058 450 SC1.002 28.058 450
SC1.4 31.000 2.958 Open Manhole 1360 x 1360 SC1.004 28.042 450 SC1.003 28.042 450
SC1.5 31.000 2.971 Open Manhole 1360 x 1360 SC1.005 28.029 450 SC1.004 28.029 450
SCDiversion 31.000 2.984 Open Manhole 1360 x 1360 OUTFALL SC1.005 28.016 450
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PIPELINE SCHEDULES for Storm Public Diversion
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SC1.000 o 450 SC1.0 31.000 28.100 2.450 Open Manhole 1360 x 1360SC1.001 o 450 SC1.1 31.000 28.099 2.451 Open Manhole 1360 x 1360SC1.002 o 450 SC1.2 31.000 28.079 2.471 Open Manhole 1360 x 1360SC1.003 o 450 SC1.3 31.000 28.058 2.492 Open Manhole 1360 x 1360SC1.004 o 450 SC1.4 31.000 28.042 2.508 Open Manhole 1360 x 1360SC1.005 o 450 SC1.5 31.000 28.029 2.521 Open Manhole 1360 x 1360
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SC1.000 1.756 1756.0 SC1.1 31.000 28.099 2.451 Open Manhole 1360 x 1360SC1.001 32.406 1640.0 SC1.2 31.000 28.079 2.471 Open Manhole 1360 x 1360SC1.002 35.272 1640.0 SC1.3 31.000 28.058 2.492 Open Manhole 1360 x 1360SC1.003 25.912 1640.0 SC1.4 31.000 28.042 2.508 Open Manhole 1360 x 1360SC1.004 21.599 1640.0 SC1.5 31.000 28.029 2.521 Open Manhole 1360 x 1360SC1.005 20.530 1640.0 SCDiversion 31.000 28.016 2.534 Open Manhole 1360 x 1360
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Free Flowing Outfall Details for Storm Public Diversion
©1982-2017 XP Solutions
OutfallPipe Number
OutfallName
C. Level(m)
I. Level(m)
MinI. Level
(m)
D,L(mm)
W(mm)
SC1.005 SCDiversion 31.000 28.016 28.013 1360 1360
Simulation Criteria for Storm Public Diversion
Volumetric Runoff Coeff 0.750 Manhole Headloss Coeff (Global) 0.500 Inlet Coeffiecient 0.800Areal Reduction Factor 1.000 Foul Sewage per hectare (l/s) 0.000 Flow per Person per Day (l/per/day) 0.000
Hot Start (mins) 0 Additional Flow - % of Total Flow 0.000 Run Time (mins) 60Hot Start Level (mm) 0 MADD Factor * 10m³/ha Storage 2.000 Output Interval (mins) 1
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 0 Number of Storage Structures 0 Number of Real Time Controls 0
Synthetic Rainfall Details
Rainfall Model FSR M5-60 (mm) 16.300 Cv (Summer) 0.750Return Period (years) 100 Ratio R 0.277 Cv (Winter) 0.840
Region Scotland and Ireland Profile Type Summer Storm Duration (mins) 30
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STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm Public
©1982-2017 XP Solutions
Pipe Sizes GDSDS Manhole Sizes GDSDS
FSR Rainfall Model - Scotland and IrelandReturn Period (years) 5 Foul Sewage (l/s/ha) 0.000 Maximum Backdrop Height (m) 0.200
M5-60 (mm) 16.300 Volumetric Runoff Coeff. 0.750 Min Design Depth for Optimisation (m) 1.200Ratio R 0.227 PIMP (%) 100 Min Vel for Auto Design only (m/s) 1.00
Maximum Rainfall (mm/hr) 150 Add Flow / Climate Change (%) 10 Min Slope for Optimisation (1:X) 500Maximum Time of Concentration (mins) 30 Minimum Backdrop Height (m) 1.500
Designed with Level Soffits
Network Design Table for Storm Public
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
SD1.000 15.694 0.064 245.0 0.000 4.00 0.0 0.600 o 300 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
SD1.000 58.27 4.26 32.670 0.000 6.0 0.0 0.5 1.00 70.7 6.0
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Network Design Table for Storm Public
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
SD1.001 51.313 0.209 245.5 0.000 0.00 0.0 0.600 o 300 Pipe/ConduitSD1.002 51.410 0.210 245.0 0.000 0.00 0.0 0.600 o 300 Pipe/ConduitSD1.003 1.191 0.005 245.0 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
SD1.001 54.87 5.12 32.606 0.000 6.0 0.0 0.6 1.00 70.6 6.6SD1.002 51.96 5.97 32.397 0.000 6.0 0.0 0.6 1.00 70.7 6.6SD1.003 51.89 5.99 32.187 0.000 6.0 0.0 0.6 1.00 70.7 6.6
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Manhole Schedules for Storm Public
©1982-2017 XP Solutions
MHName
MHCL (m)
MHDepth(m)
MHConnection
MHDiam.,L*W
(mm)PN
Pipe OutInvert
Level (m)Diameter(mm)
PNPipes InInvert
Level (m)Diameter(mm)
Backdrop(mm)
SD1.0 33.980 1.310 Open Manhole 1360 x 1360 SD1.000 32.670 300
SD1.1 33.850 1.244 Open Manhole 1360 x 1360 SD1.001 32.606 300 SD1.000 32.606 300
SD1.2 33.724 1.327 Open Manhole 1360 x 1360 SD1.002 32.397 300 SD1.001 32.397 300
SD1.3 33.724 1.537 Open Manhole 1360 x 1360 SD1.003 32.187 300 SD1.002 32.187 300
SDEx. Sewer 33.724 1.542 Open Manhole 750 OUTFALL SD1.003 32.182 300
O'Connor Sutton Cronin Page 49 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
PIPELINE SCHEDULES for Storm Public
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SD1.000 o 300 SD1.0 33.980 32.670 1.010 Open Manhole 1360 x 1360SD1.001 o 300 SD1.1 33.850 32.606 0.944 Open Manhole 1360 x 1360SD1.002 o 300 SD1.2 33.724 32.397 1.027 Open Manhole 1360 x 1360SD1.003 o 300 SD1.3 33.724 32.187 1.237 Open Manhole 1360 x 1360
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
SD1.000 15.694 245.0 SD1.1 33.850 32.606 0.944 Open Manhole 1360 x 1360SD1.001 51.313 245.5 SD1.2 33.724 32.397 1.027 Open Manhole 1360 x 1360SD1.002 51.410 245.0 SD1.3 33.724 32.187 1.237 Open Manhole 1360 x 1360SD1.003 1.191 245.0 SDEx. Sewer 33.724 32.182 1.242 Open Manhole 750
Free Flowing Outfall Details for Storm Public
OutfallPipe Number
OutfallName
C. Level(m)
I. Level(m)
MinI. Level
(m)
D,L(mm)
W(mm)
SD1.003 SDEx. Sewer 33.724 32.182 32.171 750 0
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Simulation Criteria for Storm Public
©1982-2017 XP Solutions
Volumetric Runoff Coeff 0.750 Manhole Headloss Coeff (Global) 0.500 Inlet Coeffiecient 0.800Areal Reduction Factor 1.000 Foul Sewage per hectare (l/s) 0.000 Flow per Person per Day (l/per/day) 0.000
Hot Start (mins) 0 Additional Flow - % of Total Flow 0.000 Run Time (mins) 60Hot Start Level (mm) 0 MADD Factor * 10m³/ha Storage 2.000 Output Interval (mins) 1
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 0 Number of Storage Structures 0 Number of Real Time Controls 0
Synthetic Rainfall Details
Rainfall Model FSR M5-60 (mm) 16.300 Cv (Summer) 0.750Return Period (years) 100 Ratio R 0.277 Cv (Winter) 0.840
Region Scotland and Ireland Profile Type Summer Storm Duration (mins) 30
O'Connor Sutton Cronin Page 19 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
FOUL SEWERAGE DESIGN
Design Criteria for Foul Private - Unit
©1982-2017 XP Solutions
Pipe Sizes B.Regs Manhole Sizes B.Regs
Industrial Flow (l/s/ha) 0.00 Domestic (l/s/ha) 0.00 Maximum Backdrop Height (m) 0.200Industrial Peak Flow Factor 0.00 Domestic Peak Flow Factor 6.00 Min Design Depth for Optimisation (m) 0.700
Calculation Method EN 752 Add Flow / Climate Change (%) 0 Min Vel for Auto Design only (m/s) 0.75Frequency Factor 0.50 Minimum Backdrop Height (m) 1.500 Min Slope for Optimisation (1:X) 500
Designed with Level Soffits
Network Design Table for Foul Private - Unit
PN Length(m)
Fall(m)
Slope(1:X)
Area(ha)
Units BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
F1.000 14.534 0.097 150.0 0.000 69.7 0.0 1.500 o 225 Pipe/ConduitF1.001 21.082 0.141 150.0 0.000 69.7 0.0 1.500 o 225 Pipe/Conduit
Network Results Table
PN US/IL(m)
Σ Area(ha)
Σ BaseFlow (l/s)
Σ Units Add Flow(l/s)
P.Dep(mm)
P.Vel(m/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
F1.000 29.800 0.000 0.0 69.7 0.0 51 0.62 0.94 37.2 4.2F1.001 29.703 0.000 0.0 139.4 0.0 61 0.68 0.94 37.2 5.9
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Network Design Table for Foul Private - Unit
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
Area(ha)
Units BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
F1.002 11.892 0.079 150.0 0.000 69.7 0.0 1.500 o 225 Pipe/ConduitF1.003 15.093 0.101 150.0 0.000 69.7 0.0 1.500 o 225 Pipe/ConduitF1.004 25.623 0.171 150.0 0.000 69.7 0.0 1.500 o 225 Pipe/ConduitF1.005 19.552 0.130 150.4 0.000 69.7 0.0 1.500 o 225 Pipe/ConduitF1.006 32.446 0.216 150.2 0.000 0.0 0.0 1.500 o 225 Pipe/ConduitF1.007 48.427 0.323 149.9 0.000 196.0 0.0 1.500 o 225 Pipe/ConduitF1.008 61.526 0.410 150.1 0.000 92.7 0.0 1.500 o 225 Pipe/ConduitF1.009 31.758 0.212 149.8 0.000 77.7 0.0 1.500 o 225 Pipe/Conduit
F2.000 21.449 0.143 150.0 0.000 199.5 0.0 1.500 o 225 Pipe/Conduit
Network Results Table
PN US/IL(m)
Σ Area(ha)
Σ BaseFlow (l/s)
Σ Units Add Flow(l/s)
P.Dep(mm)
P.Vel(m/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
F1.002 29.563 0.000 0.0 209.1 0.0 67 0.73 0.94 37.2 7.2F1.003 29.483 0.000 0.0 278.8 0.0 73 0.76 0.94 37.2 8.3F1.004 29.383 0.000 0.0 348.5 0.0 77 0.78 0.94 37.2 9.3F1.005 29.212 0.000 0.0 418.2 0.0 81 0.80 0.94 37.2 10.2F1.006 29.082 0.000 0.0 418.2 0.0 81 0.80 0.94 37.2 10.2F1.007 28.866 0.000 0.0 614.2 0.0 89 0.84 0.94 37.2 12.4F1.008 28.543 0.000 0.0 706.9 0.0 93 0.86 0.94 37.2 13.3F1.009 28.133 0.000 0.0 784.6 0.0 96 0.87 0.94 37.3 14.0
F2.000 29.800 0.000 0.0 199.5 0.0 66 0.72 0.94 37.2 7.1
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Network Design Table for Foul Private - Unit
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
Area(ha)
Units BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
F2.001 78.976 0.527 150.0 0.000 199.5 0.0 1.500 o 225 Pipe/ConduitF2.002 28.415 0.189 150.3 0.000 276.5 0.0 1.500 o 225 Pipe/Conduit
F1.010 13.415 0.089 150.0 0.000 0.0 0.0 1.500 o 225 Pipe/ConduitF1.011 52.827 0.352 150.0 0.000 185.8 0.0 1.500 o 225 Pipe/ConduitF1.012 47.032 0.314 150.0 0.000 185.8 0.0 1.500 o 225 Pipe/ConduitF1.013 21.916 0.146 150.0 0.000 185.8 0.0 1.500 o 225 Pipe/Conduit
F3.000 42.228 0.282 150.0 0.000 204.8 0.0 1.500 o 225 Pipe/ConduitF3.001 54.327 0.362 150.0 0.000 204.8 0.0 1.500 o 225 Pipe/Conduit
Network Results Table
PN US/IL(m)
Σ Area(ha)
Σ BaseFlow (l/s)
Σ Units Add Flow(l/s)
P.Dep(mm)
P.Vel(m/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
F2.001 29.657 0.000 0.0 399.0 0.0 79 0.79 0.94 37.2 10.0F2.002 29.130 0.000 0.0 675.5 0.0 92 0.85 0.94 37.2 13.0
F1.010 27.921 0.000 0.0 1460.1 0.0 114 0.94 0.94 37.2 19.1F1.011 27.831 0.000 0.0 1645.9 0.0 119 0.96 0.94 37.2 20.3F1.012 27.479 0.000 0.0 1831.7 0.0 122 0.97 0.94 37.2 21.4F1.013 27.166 0.000 0.0 2017.5 0.0 126 0.98 0.94 37.2 22.5
F3.000 29.800 0.000 0.0 204.8 0.0 67 0.72 0.94 37.2 7.2F3.001 29.518 0.000 0.0 409.6 0.0 80 0.80 0.94 37.2 10.1
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Network Design Table for Foul Private - Unit
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
Area(ha)
Units BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
F3.002 11.008 0.073 150.8 0.000 204.8 0.0 1.500 o 225 Pipe/ConduitF3.003 8.700 0.058 150.0 0.000 0.0 0.0 1.500 o 225 Pipe/Conduit
F1.014 5.038 0.034 148.2 0.000 0.0 0.0 1.500 o 225 Pipe/Conduit
F4.000 42.096 0.526 80.0 0.000 4.9 0.0 1.500 o 100 Pipe/ConduitF4.001 10.103 0.126 80.2 0.000 0.0 0.0 1.500 o 100 Pipe/ConduitF4.002 17.860 0.223 80.1 0.000 19.8 0.0 1.500 o 100 Pipe/Conduit
Network Results Table
PN US/IL(m)
Σ Area(ha)
Σ BaseFlow (l/s)
Σ Units Add Flow(l/s)
P.Dep(mm)
P.Vel(m/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
F3.002 29.156 0.000 0.0 614.4 0.0 89 0.84 0.93 37.1 12.4F3.003 29.083 0.000 0.0 614.4 0.0 89 0.84 0.94 37.2 12.4
F1.014 27.020 0.000 0.0 2631.9 0.0 137 1.01 0.94 37.5 25.7
F4.000 30.100 0.000 0.0 4.9 0.0 30 0.57 0.74 5.8 1.1F4.001 29.574 0.000 0.0 4.9 0.0 30 0.57 0.74 5.8 1.1F4.002 29.448 0.000 0.0 24.7 0.0 46 0.71 0.74 5.8 2.5
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Manhole Schedules for Foul Private - Unit
©1982-2017 XP Solutions
MHName
MHCL (m)
MHDepth(m)
MHConnection
MHDiam.,L*W
(mm)PN
Pipe OutInvert
Level (m)Diameter(mm)
PNPipes InInvert
Level (m)Diameter(mm)
Backdrop(mm)
F1.0 31.000 1.200 Open Manhole 1200 x 750 F1.000 29.800 225
F1.1 31.000 1.297 Open Manhole 1200 x 750 F1.001 29.703 225 F1.000 29.703 225
F1.2 31.000 1.437 Open Manhole 1200 x 750 F1.002 29.563 225 F1.001 29.563 225
F1.3 31.000 1.517 Open Manhole 1200 x 750 F1.003 29.483 225 F1.002 29.483 225
F1.4 31.000 1.617 Open Manhole 1200 x 750 F1.004 29.383 225 F1.003 29.383 225
F1.5 31.000 1.788 Open Manhole 1200 x 750 F1.005 29.212 225 F1.004 29.212 225
F1.6 31.000 1.918 Open Manhole 1200 x 750 F1.006 29.082 225 F1.005 29.082 225
F1.7 31.000 2.134 Open Manhole 1200 x 750 F1.007 28.866 225 F1.006 28.866 225
F1.8 31.000 2.457 Open Manhole 1200 x 750 F1.008 28.543 225 F1.007 28.543 225
F1.9 31.000 2.867 Open Manhole 1200 x 750 F1.009 28.133 225 F1.008 28.133 225
F2.0 31.000 1.200 Open Manhole 1200 x 750 F2.000 29.800 225
F2.1 31.000 1.343 Open Manhole 1200 x 750 F2.001 29.657 225 F2.000 29.657 225
F2.2 31.000 1.870 Open Manhole 1200 x 750 F2.002 29.130 225 F2.001 29.130 225
F1.10 31.000 3.079 Open Manhole 1200 x 750 F1.010 27.921 225 F1.009 27.921 225
F2.002 28.941 225 1020
F1.11 31.000 3.169 Open Manhole 1200 x 750 F1.011 27.831 225 F1.010 27.831 225
F1.12 31.000 3.521 Open Manhole 1200 x 750 F1.012 27.479 225 F1.011 27.479 225
F1.13 31.000 3.834 Open Manhole 1200 x 750 F1.013 27.166 225 F1.012 27.166 225
F3.0 31.000 1.200 Open Manhole 1200 x 750 F3.000 29.800 225
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Manhole Schedules for Foul Private - Unit
©1982-2017 XP Solutions
MHName
MHCL (m)
MHDepth(m)
MHConnection
MHDiam.,L*W
(mm)PN
Pipe OutInvert
Level (m)Diameter(mm)
PNPipes InInvert
Level (m)Diameter(mm)
Backdrop(mm)
F3.1 31.000 1.482 Open Manhole 1200 x 750 F3.001 29.518 225 F3.000 29.518 225
F3.2 31.000 1.844 Open Manhole 1200 x 750 F3.002 29.156 225 F3.001 29.156 225
F3.3 31.000 1.917 Open Manhole 1200 x 750 F3.003 29.083 225 F3.002 29.083 225
F1.14 31.000 3.980 Open Manhole 1200 x 750 F1.014 27.020 225 F1.013 27.020 225
F3.003 29.025 225 2005
FPumping Station 31.000 4.014 Open Manhole 0 OUTFALL F1.014 26.986 225
F4.0 31.000 0.900 Open Manhole 450 x 450 F4.000 30.100 100
F4.1 32.722 3.148 Open Manhole 1200 x 750 F4.001 29.574 100 F4.000 29.574 100
F4.2 32.354 2.906 Open Manhole 1200 x 750 F4.002 29.448 100 F4.001 29.448 100
FEX.MH 37.960 8.735 Open Manhole 0 OUTFALL F4.002 29.225 100
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PIPELINE SCHEDULES for Foul Private - Unit
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
F1.000 o 225 F1.0 31.000 29.800 0.975 Open Manhole 1200 x 750F1.001 o 225 F1.1 31.000 29.703 1.072 Open Manhole 1200 x 750F1.002 o 225 F1.2 31.000 29.563 1.212 Open Manhole 1200 x 750F1.003 o 225 F1.3 31.000 29.483 1.292 Open Manhole 1200 x 750F1.004 o 225 F1.4 31.000 29.383 1.392 Open Manhole 1200 x 750F1.005 o 225 F1.5 31.000 29.212 1.563 Open Manhole 1200 x 750F1.006 o 225 F1.6 31.000 29.082 1.693 Open Manhole 1200 x 750F1.007 o 225 F1.7 31.000 28.866 1.909 Open Manhole 1200 x 750F1.008 o 225 F1.8 31.000 28.543 2.232 Open Manhole 1200 x 750
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
F1.000 14.534 150.0 F1.1 31.000 29.703 1.072 Open Manhole 1200 x 750F1.001 21.082 150.0 F1.2 31.000 29.563 1.212 Open Manhole 1200 x 750F1.002 11.892 150.0 F1.3 31.000 29.483 1.292 Open Manhole 1200 x 750F1.003 15.093 150.0 F1.4 31.000 29.383 1.392 Open Manhole 1200 x 750F1.004 25.623 150.0 F1.5 31.000 29.212 1.563 Open Manhole 1200 x 750F1.005 19.552 150.4 F1.6 31.000 29.082 1.693 Open Manhole 1200 x 750F1.006 32.446 150.2 F1.7 31.000 28.866 1.909 Open Manhole 1200 x 750F1.007 48.427 149.9 F1.8 31.000 28.543 2.232 Open Manhole 1200 x 750F1.008 61.526 150.1 F1.9 31.000 28.133 2.642 Open Manhole 1200 x 750
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PIPELINE SCHEDULES for Foul Private - Unit
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
F1.009 o 225 F1.9 31.000 28.133 2.642 Open Manhole 1200 x 750
F2.000 o 225 F2.0 31.000 29.800 0.975 Open Manhole 1200 x 750F2.001 o 225 F2.1 31.000 29.657 1.118 Open Manhole 1200 x 750F2.002 o 225 F2.2 31.000 29.130 1.645 Open Manhole 1200 x 750
F1.010 o 225 F1.10 31.000 27.921 2.854 Open Manhole 1200 x 750F1.011 o 225 F1.11 31.000 27.831 2.944 Open Manhole 1200 x 750F1.012 o 225 F1.12 31.000 27.479 3.296 Open Manhole 1200 x 750
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
F1.009 31.758 149.8 F1.10 31.000 27.921 2.854 Open Manhole 1200 x 750
F2.000 21.449 150.0 F2.1 31.000 29.657 1.118 Open Manhole 1200 x 750F2.001 78.976 150.0 F2.2 31.000 29.130 1.645 Open Manhole 1200 x 750F2.002 28.415 150.3 F1.10 31.000 28.941 1.834 Open Manhole 1200 x 750
F1.010 13.415 150.0 F1.11 31.000 27.831 2.944 Open Manhole 1200 x 750F1.011 52.827 150.0 F1.12 31.000 27.479 3.296 Open Manhole 1200 x 750F1.012 47.032 150.0 F1.13 31.000 27.166 3.609 Open Manhole 1200 x 750
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PIPELINE SCHEDULES for Foul Private - Unit
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
F1.013 o 225 F1.13 31.000 27.166 3.609 Open Manhole 1200 x 750
F3.000 o 225 F3.0 31.000 29.800 0.975 Open Manhole 1200 x 750F3.001 o 225 F3.1 31.000 29.518 1.257 Open Manhole 1200 x 750F3.002 o 225 F3.2 31.000 29.156 1.619 Open Manhole 1200 x 750F3.003 o 225 F3.3 31.000 29.083 1.692 Open Manhole 1200 x 750
F1.014 o 225 F1.14 31.000 27.020 3.755 Open Manhole 1200 x 750
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
F1.013 21.916 150.0 F1.14 31.000 27.020 3.755 Open Manhole 1200 x 750
F3.000 42.228 150.0 F3.1 31.000 29.518 1.257 Open Manhole 1200 x 750F3.001 54.327 150.0 F3.2 31.000 29.156 1.619 Open Manhole 1200 x 750F3.002 11.008 150.8 F3.3 31.000 29.083 1.692 Open Manhole 1200 x 750F3.003 8.700 150.0 F1.14 31.000 29.025 1.750 Open Manhole 1200 x 750
F1.014 5.038 148.2 FPumping Station 31.000 26.986 3.789 Open Manhole 0
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PIPELINE SCHEDULES for Foul Private - Unit
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
F4.000 o 100 F4.0 31.000 30.100 0.800 Open Manhole 450 x 450F4.001 o 100 F4.1 32.722 29.574 3.048 Open Manhole 1200 x 750F4.002 o 100 F4.2 32.354 29.448 2.806 Open Manhole 1200 x 750
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
F4.000 42.096 80.0 F4.1 32.722 29.574 3.048 Open Manhole 1200 x 750F4.001 10.103 80.2 F4.2 32.354 29.448 2.806 Open Manhole 1200 x 750F4.002 17.860 80.1 FEX.MH 37.960 29.225 8.635 Open Manhole 0
Free Flowing Outfall Details for Foul Private - Unit
OutfallPipe Number
OutfallName
C. Level(m)
I. Level(m)
MinI. Level
(m)
D,L(mm)
W(mm)
F1.014 FPumping Station 31.000 26.986 26.700 0 0
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Free Flowing Outfall Details for Foul Private - Unit
©1982-2017 XP Solutions
OutfallPipe Number
OutfallName
C. Level(m)
I. Level(m)
MinI. Level
(m)
D,L(mm)
W(mm)
F4.002 FEX.MH 37.960 29.225 29.100 0 0
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FOUL SEWERAGE DESIGN
Design Criteria for Foul Public - Unit
©1982-2017 XP Solutions
Pipe Sizes IW Manhole Sizes IW
Industrial Flow (l/s/ha) 0.00 Domestic (l/s/ha) 0.00 Maximum Backdrop Height (m) 0.200Industrial Peak Flow Factor 0.00 Domestic Peak Flow Factor 6.00 Min Design Depth for Optimisation (m) 1.200
Calculation Method EN 752 Add Flow / Climate Change (%) 0 Min Vel for Auto Design only (m/s) 0.75Frequency Factor 0.00 Minimum Backdrop Height (m) 1.500 Min Slope for Optimisation (1:X) 500
Designed with Level Soffits
Network Design Table for Foul Public - Unit
PN Length(m)
Fall(m)
Slope(1:X)
Area(ha)
Units BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
IW1.000 16.987 0.113 150.0 0.000 2631.9 0.0 1.500 o 225 Pipe/ConduitIW1.001 37.266 0.248 150.0 0.000 0.0 0.0 1.500 o 225 Pipe/Conduit
Network Results Table
PN US/IL(m)
Σ Area(ha)
Σ BaseFlow (l/s)
Σ Units Add Flow(l/s)
P.Dep(mm)
P.Vel(m/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
IW1.000 32.510 0.000 0.0 2631.9 0.0 0 0.00 0.94 37.2 0.0IW1.001 32.397 0.000 0.0 2631.9 0.0 0 0.00 0.94 37.2 0.0
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Network Design Table for Foul Public - Unit
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
Area(ha)
Units BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
IW1.002 2.386 0.016 150.0 0.000 0.0 0.0 1.500 o 225 Pipe/Conduit
Network Results Table
PN US/IL(m)
Σ Area(ha)
Σ BaseFlow (l/s)
Σ Units Add Flow(l/s)
P.Dep(mm)
P.Vel(m/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
IW1.002 32.148 0.000 0.0 2631.9 0.0 0 0.00 0.94 37.2 0.0
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Manhole Schedules for Foul Public - Unit
©1982-2017 XP Solutions
MHName
MHCL (m)
MHDepth(m)
MHConnection
MHDiam.,L*W
(mm)PN
Pipe OutInvert
Level (m)Diameter(mm)
PNPipes InInvert
Level (m)Diameter(mm)
Backdrop(mm)
IW1.0 33.980 1.470 Open Manhole 1200 x 1200 IW1.000 32.510 225
IW1.1 33.850 1.453 Open Manhole 1200 x 1200 IW1.001 32.397 225 IW1.000 32.397 225
IW1.2 34.000 1.852 Open Manhole 1200 x 1200 IW1.002 32.148 225 IW1.001 32.148 225
IWEx.Mh 34.000 1.868 Open Manhole 0 OUTFALL IW1.002 32.132 225
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PIPELINE SCHEDULES for Foul Public - Unit
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
IW1.000 o 225 IW1.0 33.980 32.510 1.245 Open Manhole 1200 x 1200IW1.001 o 225 IW1.1 33.850 32.397 1.228 Open Manhole 1200 x 1200IW1.002 o 225 IW1.2 34.000 32.148 1.627 Open Manhole 1200 x 1200
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
IW1.000 16.987 150.0 IW1.1 33.850 32.397 1.228 Open Manhole 1200 x 1200IW1.001 37.266 150.0 IW1.2 34.000 32.148 1.627 Open Manhole 1200 x 1200IW1.002 2.386 150.0 IWEx.Mh 34.000 32.132 1.643 Open Manhole 0
Free Flowing Outfall Details for Foul Public - Unit
OutfallPipe Number
OutfallName
C. Level(m)
I. Level(m)
MinI. Level
(m)
D,L(mm)
W(mm)
IW1.002 IWEx.Mh 34.000 32.132 32.112 0 0
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©1982-2017 XP Solutions
SA1.0
SA1.000
300
224.9
31.000
29.900
29.640
58.465
SA1.1
SA1.001
300
226.6
31.000
29.640
29.592
10.876
SA1.2
SA1.002
375
300.1
31.000
29.517
29.323
58.215
SA1.3
31.000
SA1.3
SA1.003
450
399.6
31.000
29.248
29.151
38.765
SA1.4
SA1.004
450
400.0
31.000
29.151
29.106
18.038
SA1.5
SA1.005
450
400.0
31.000
29.106
29.089
6.665
SA1.6
SA1.006
450
400.0
31.000
29.000
28.956
17.608
SA1.7 Attenuation
SA1.007
450
400.0
31.000
28.956
28.945
4.301
SA1.8
SA1.008
450
400.0
31.000
28.945
28.929
6.363
SA1.9
SA1.009
450
400.0
31.000
28.929
28.830
39.631
SA1.10 Attenuation
31.000
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)23.000
Ver Scale 250
Hor Scale 500
Datum (m)23.000
Ver Scale 250
Hor Scale 5002.002
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©1982-2017 XP Solutions
SA1.10 Attenuation
SA1.010
450
400.0
31.000
28.830
28.618
85.062
SA1.11
SA1.011
525
450.0
31.000
28.543
28.528
6.425
SA1.12
SA1.012
525
450.0
31.000
28.528
28.398
58.424
31.000
SA1.13 Attenuation
SA1.013
525
400.0
31.000
28.398
28.217
72.727
SA1.14
SA1.014
525
400.0
31.000
28.217
28.206
4.312
SA1.15
SA1.015
300
240.0
31.000
28.206
28.166
9.578
SA1.16
SA1.016
300
240.0
31.000
28.166
28.159
1.729
SA1.17
SA1.017
300
240.0
31.000
28.059
28.028
7.549
SASC1.4
31.000
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)23.000
Ver Scale 250
Hor Scale 500
Datum (m)23.000
Ver Scale 250
Hor Scale 500
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©1982-2017 XP Solutions
SA2.0
SA2.000
225
100.0
31.000
29.530
29.287
24.325
SA2.1
SA2.001
225
100.0
31.000
29.287
29.166
12.121
SA2.2
SA2.002
450
400.0
31.000
29.044
28.956
35.156
SA1.7 Attenuation
31.000
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)23.000
Ver Scale 250
Hor Scale 5001.006
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©1982-2017 XP Solutions
SB1.0
SB1.000
375
300.0
31.000
29.900
29.718
54.547
SB1.1
SB1.001
375
300.0
31.000
29.718
29.626
27.731
SB1.2
SB1.002
375
300.0
31.000
29.626
29.439
55.883
SB1.3
SB1.003
375
300.0
31.000
29.439
29.419
6.000
SB1.4
31.000
SB1.4
SB1.004
450
350.0
31.000
29.344
29.305
13.935
SB1.5
SB1.005
450
400.0
31.000
28.900
28.765
53.849
SB1.6 Attenuation
SB1.006
450
400.0
31.000
28.765
28.630
54.196
SB1.7
SB1.007
300
200.0
31.000
29.000
28.984
3.255
SB1.8
SB1.008
300
200.0
31.000
28.884
28.876
1.624
SB1.9
SB1.009
300
200.0
31.000
28.876
28.745
26.268
SB1.10
31.000
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)23.000
Ver Scale 250
Hor Scale 500
Datum (m)23.000
Ver Scale 250
Hor Scale 5002.004
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©1982-2017 XP Solutions
SB1.10
SB1.010
300
200.0
31.000
28.745
28.532
42.598
SB1.11
SB1.011
300
200.0
31.000
28.532
28.317
42.890
SB1.12
SB1.012
300
200.0
31.000
28.317
28.280
7.405
SB1.13
SB1.013
300
199.2
31.000
28.280
28.176
20.712
SBSC1.5
31.000
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)23.000
Ver Scale 250
Hor Scale 500
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©1982-2017 XP Solutions
SB2.0
SB2.000
225
150.0
31.000
29.900
29.721
26.882
SB2.1
31.000
SB2.1
SB2.001
225
150.0
31.000
29.721
29.292
64.378
SB2.2
31.000
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)24.000
Ver Scale 250
Hor Scale 250
Datum (m)23.000
Ver Scale 250
Hor Scale 250
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©1982-2017 XP Solutions
SB2.2
SB2.002
300
240.0
31.000
29.217
29.152
15.529
SB2.3
SB2.003
375
325.0
31.000
29.077
29.044
10.598
SB2.4
SB2.004
375
325.0
31.000
29.011
28.999
3.828
SB1.7
31.000
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)23.000
Ver Scale 250
Hor Scale 2501.006
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©1982-2017 XP Solutions
SD1.0
SD1.000
300
245.0
33.980
32.670
32.606
15.694
SD1.1
SD1.001
300
245.5
33.850
32.606
32.397
51.313
SD1.2
33.724
SD1.2
SD1.002
300
245.0
33.724
32.397
32.187
51.410
SD1.3
SD1.003
300
245.0
33.724
32.187
32.182
1.191
SDEx. Sewer
33.724
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)26.000
Ver Scale 250
Hor Scale 250
Datum (m)26.000
Ver Scale 250
Hor Scale 250
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©1982-2017 XP Solutions
SD1.0
SD1.000
300
245.0
33.980
32.670
32.606
15.694
SD1.1
SD1.001
300
245.5
33.850
32.606
32.397
51.313
SD1.2
33.724
SD1.2
SD1.002
300
245.0
33.724
32.397
32.187
51.410
SD1.3
33.724
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)26.000
Ver Scale 250
Hor Scale 250
Datum (m)26.000
Ver Scale 250
Hor Scale 250
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©1982-2017 XP Solutions
F1.0
F1.000
225
150.0
31.000
29.800
29.703
14.534
F1.1
F1.001
225
150.0
31.000
29.703
29.563
21.082
F1.2
F1.002
225
150.0
31.000
29.563
29.483
11.892
F1.3
F1.003
225
150.0
31.000
29.483
29.383
15.093
F1.4
31.000
F1.4
F1.004
225
150.0
31.000
29.383
29.212
25.623
F1.5
F1.005
225
150.4
31.000
29.212
29.082
19.552
F1.6
31.000
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)24.000
Ver Scale 250
Hor Scale 250
Datum (m)23.000
Ver Scale 250
Hor Scale 250
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©1982-2017 XP Solutions
F1.6
F1.006
225
150.2
31.000
29.082
28.866
32.446
F1.7
31.000
F1.7
F1.007
225
149.9
31.000
28.866
28.543
48.427
F1.8
31.000
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)23.000
Ver Scale 250
Hor Scale 250
Datum (m)23.000
Ver Scale 250
Hor Scale 250
O'Connor Sutton Cronin Page 39 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
©1982-2017 XP Solutions
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Ver Scale 250
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O'Connor Sutton Cronin Page 49 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
©1982-2017 XP Solutions
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O'Connor Sutton Cronin Page 19 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
©1982-2017 XP Solutions
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O'Connor Sutton Cronin Page 19 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
©1982-2017 XP Solutions
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O'Connor Sutton Cronin Page 19 Prussia Street Mixed Use Development atDublin 7 Carnlough Road, CabraIreland Dublin 7Date 12/12/2017 Designed by JBFile N195_20170920.mdx Checked by RGXP Solutions Network 2017.1.2
©1982-2017 XP Solutions
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Letter Ref: CDSCOF2 - CDSCOF5
Jonathan Burke
OCSC
9 Prussia St.
Stoneybatter
Dublin 7
22nd September 2017
Dear Sir/Madam,
Re:
If you have any further questions, please contact Conor McCarey from the design team on 01-8925442 or email
[email protected]. For further information, visit www.water.ie/connections
Water
A water connection is feasible with the most likely connection point being to the 6" main in Carblough Road.
However there will be some further investigation required at connection application stage to determine the
exact connection location and if any network upgrades are required.
Wastewater
A Wastewater connection is feasible provided all flows are directed northwards into the NDDS catchment. No
wastewater discharges should be directed towards the local Cabra Network.
It should be noted that no surface water discharges from the proposed development can be accommodated in
the downstream Cabra combined network.
water and wastewater connections at Carnlough Road, Cabra, Dublin 7.
Irish Water has reviewed your pre-connection enquiry in relation to
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 Energy Regulation.
Based upon the details you have provided with your pre-connection enquiry and on the capacity currently
available as assessed by Irish Water, we wish to advise you that, subject to a valid connection agreement being
put in place, your proposed connection to the Irish Water network can be facilitated.
0316191615 pre-connection enquiry - Subject to contract | Contract denied
Development at Carnlough Road, Dublin 7 consisting of Domestic Units, Retail Units and a Creche
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.
1
Robert Gillan
Subject: FW: Carnlough Road Water Connection
From: Conor McCarey [mailto:[email protected]] Sent: 07 November 2017 14:39 To: Robert Gillan Subject: RE: Carnlough Road Water Connection Robert, In relation to the proposed development on Carnlough Road, having carried out further checks we are confident that the required demand can be met from the 6” watermain on Carnlough Road adjacent to the development site. Regards, Conor Conor McCarey Senior Design Engineer Connections & Developer Services - Greater Dublin Region
Uisce Éireann Teach Colvill, 24-26 Sráid Thalbóid, Baile Átha Cliath 1, ÉireIrish Water Colvill House, 24-26 Talbot Street, Dublin 1, Ireland
T: +353 1 8925442 E: [email protected] www.water.ie