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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

Rev Status Authors Checked Reviewed Authorised Issue Date

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0 Issue RG JB JB AH 13th DEC

2017

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

O’Connor Sutton Cronin & Associates Engineering Services Report Multidisciplinary Consulting Engineers Development at Carnlough Road, Cabra

7 Project No.N195

Issued: December 2017

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.


8 Project No.N195


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


9 Project No.N195


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.


10 Project No.N195


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;


11 Project No.N195


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;


12 Project No.N195


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.


13 Project No.N195


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


14 Project No.N195


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;


15 Project No.N195


(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.


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.


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.


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


16 Project No.N195


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.


17 Project No.N195


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.


18 Project No.N195


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.


19 Project No.N195


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


20 Project No.N195


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.


21 Project No.N195


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.


22 Project No.N195


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:


23 Project No.N195


“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.

A

APPENDIX A – LOCAL AUTHORITY CORRESPONDENCE

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

mailto:[email protected]

mailto:/O=OCSC DUBLIN/OU=EXCHANGE ADMINISTRATIVE GROUP (FYDIBOHF23SPDLT)/CN=RECIPIENTS/CN=Robert Gillan84b

mailto:/O=OCSC DUBLIN/OU=EXTernal (FYDIBOHF25SPDLT)/cn=Recipients/cn=b637f4c5a31442eca756d024a5739342


mailto:/O=OCSC DUBLIN/OU=EXCHANGE ADMINISTRATIVE GROUP (FYDIBOHF23SPDLT)/CN=RECIPIENTS/CN=Anton Lennon17d


mailto:/O=OCSC DUBLIN/OU=EXCHANGE ADMINISTRATIVE GROUP (FYDIBOHF23SPDLT)/CN=RECIPIENTS/CN=MICHAEL

mailto:/O=OCSC DUBLIN/OU=EXTernal (FYDIBOHF25SPDLT)/cn=Recipients/cn=fe6b9ab579814fab89aba96c36691846


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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


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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

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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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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.

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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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B

APPENDIX B – STORM WATER CALCULATIONS

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




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)


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


Rainfall Details


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


Model Details


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


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




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


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


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




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


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


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




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


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


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


Manhole Schedules for Storm Private A


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert

Level (m)Diameter(mm)

PNPipes InInvert


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





SA1.6 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


SA2.2 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









Manhole Schedules for Storm Private A


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert


PNPipes InInvert


Backdrop(mm)



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


PIPELINE SCHEDULES for Storm Private A

Upstream Manhole


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



Upstream Manhole


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



Upstream Manhole


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


Free Flowing Outfall Details for Storm Private A


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


Storage Structures for Storm Private A


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



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


Filter Drain


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



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



Cellular Storage



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



0.000 85.0 0.0 0.250 85.0 0.0 0.251 0.0 0.0

Filter Drain





Cellular Storage




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



0.000 107.0 0.0 0.250 107.0 0.0 0.251 0.0 0.0

Filter Drain





Cellular Storage




0.000 64.0 0.0 1.600 64.0 0.0 1.601 0.0 0.0



Design Criteria for Storm Private A








1 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private A


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


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




PNUS/MHName Event

Water Level(m)

SurchargedDepth(m)



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










DTS Status ON




PNUS/MHName Event

Water Level(m)

SurchargedDepth(m)







PNUS/MHName Event

Water Level(m)

SurchargedDepth(m)



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










DTS Status ON




PNUS/MHName Event

Water Level(m)

SurchargedDepth(m)







PNUS/MHName Event

Water Level(m)

SurchargedDepth(m)



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



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)


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




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)


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


Rainfall Details


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


Model Details


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



Design Criteria for Storm Private B







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)


SB1.000 54.547 0.182 300.0 0.297 4.00 0.0 0.600 o 375 Pipe/Conduit


PN Rain(mm/hr)

T.C.(mins)

US/IL(m)

Σ I.Area(ha)

Σ BaseFlow (l/s)

Foul(l/s)

Add Flow(l/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

SB1.000 61.88 4.87 29.900 0.297 0.0 0.0 5.0 1.04 115.0 54.7




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


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


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




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


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


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


Manhole Schedules for Storm Private B


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert


PNPipes InInvert


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




SB1.5 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




SB2.4 31.000 1.989 Open Manhole 1360 x 1360 SB2.004 29.011 375 SB2.003 29.044 375 33


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






Manhole Schedules for Storm Private B


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert


PNPipes InInvert


Backdrop(mm)


SBSC1.5 31.000 2.824 Open Manhole 1360 x 1360 OUTFALL SB1.013 28.176 300


PIPELINE SCHEDULES for Storm Private B

Upstream Manhole


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



Upstream Manhole


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



Upstream Manhole


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


Simulation Criteria for Storm Private B









Storage Structures for Storm Private B


Complex Manhole: SB1.7, DS/PN: SB1.007

Cellular Storage



0.000 780.0 0.0 0.250 780.0 0.0 0.251 0.0 0.0

Cellular Storage



0.000 780.0 0.0 1.600 780.0 0.0 1.601 0.0 0.0



Design Criteria for Storm Private B








1 year Return Period Summary of Critical Results by Maximum Flood Volume (Rank 1) for Storm Private B








DTS Status ON




PNUS/MHName Event

Water Level(m)

SurchargedDepth(m)



SB1.000 SB1.0 360 minute 1 year Winter I+10% 29.963 -0.312 0.6 7.1 OK




PNUS/MHName Event

Water Level(m)

SurchargedDepth(m)



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










DTS Status ON




PNUS/MHName Event

Water Level(m)

SurchargedDepth(m)







PNUS/MHName Event

Water Level(m)

SurchargedDepth(m)



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










DTS Status ON




PNUS/MHName Event

Water Level(m)

SurchargedDepth(m)







PNUS/MHName Event

Water Level(m)

SurchargedDepth(m)



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



Design Criteria for Storm Public Diversion







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)


SC1.000 1.756 0.001 1756.0 0.000 4.00 0.0 0.600 o 450 Pipe/Conduit


PN Rain(mm/hr)

T.C.(mins)

US/IL(m)

Σ I.Area(ha)

Σ BaseFlow (l/s)

Foul(l/s)

Add Flow(l/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

SC1.000 65.93 4.06 28.100 0.000 0.0 0.0 0.0 0.48 75.7 0.0


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)


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


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


Manhole Schedules for Storm Public Diversion


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert


PNPipes InInvert


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





SCDiversion 31.000 2.984 Open Manhole 1360 x 1360 OUTFALL SC1.005 28.016 450


PIPELINE SCHEDULES for Storm Public Diversion

Upstream Manhole


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


Free Flowing Outfall Details for Storm Public Diversion


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









Design Criteria for Storm Public







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)


SD1.000 15.694 0.064 245.0 0.000 4.00 0.0 0.600 o 300 Pipe/Conduit


PN Rain(mm/hr)

T.C.(mins)

US/IL(m)

Σ I.Area(ha)

Σ BaseFlow (l/s)

Foul(l/s)

Add Flow(l/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

SD1.000 58.27 4.26 32.670 0.000 6.0 0.0 0.5 1.00 70.7 6.0


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)


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


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


Manhole Schedules for Storm Public


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert


PNPipes InInvert


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



SDEx. Sewer 33.724 1.542 Open Manhole 750 OUTFALL SD1.003 32.182 300


PIPELINE SCHEDULES for Storm Public

Upstream Manhole


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


Simulation Criteria for Storm Public








C

APPENDIX C – FOUL WATER CALCULATIONS


FOUL SEWERAGE DESIGN

Design Criteria for Foul Private - Unit


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


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)


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


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




PN Length(m)

Fall(m)

Slope(1:X)

Area(ha)


k(mm)

HYDSECT

DIA(mm)


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


PN US/IL(m)

Σ Area(ha)

Σ BaseFlow (l/s)


P.Dep(mm)

P.Vel(m/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

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




PN Length(m)

Fall(m)

Slope(1:X)

Area(ha)


k(mm)

HYDSECT

DIA(mm)



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



PN US/IL(m)

Σ Area(ha)

Σ BaseFlow (l/s)


P.Dep(mm)

P.Vel(m/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

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




PN Length(m)

Fall(m)

Slope(1:X)

Area(ha)


k(mm)

HYDSECT

DIA(mm)



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


PN US/IL(m)

Σ Area(ha)

Σ BaseFlow (l/s)


P.Dep(mm)

P.Vel(m/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

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


Manhole Schedules for Foul Private - Unit


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert


PNPipes InInvert


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









F2.0 31.000 1.200 Open Manhole 1200 x 750 F2.000 29.800 225




F2.002 28.941 225 1020




F3.0 31.000 1.200 Open Manhole 1200 x 750 F3.000 29.800 225


Manhole Schedules for Foul Private - Unit


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert


PNPipes InInvert


Backdrop(mm)





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



FEX.MH 37.960 8.735 Open Manhole 0 OUTFALL F4.002 29.225 100


PIPELINE SCHEDULES for Foul Private - Unit

Upstream Manhole


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



Upstream Manhole


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


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



Upstream Manhole


PN HydSect

Diam(mm)

MHName

C.Level(m)

I.Level(m)

D.Depth(m)

MHConnection

MH DIAM., L*W(mm)


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


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



Upstream Manhole


PN HydSect

Diam(mm)

MHName

C.Level(m)

I.Level(m)

D.Depth(m)

MHConnection

MH DIAM., L*W(mm)


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


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)

F4.002 FEX.MH 37.960 29.225 29.100 0 0


FOUL SEWERAGE DESIGN

Design Criteria for Foul Public - Unit


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


Network Design Table for Foul Public - Unit

PN Length(m)

Fall(m)

Slope(1:X)

Area(ha)


k(mm)

HYDSECT

DIA(mm)


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


PN US/IL(m)

Σ Area(ha)

Σ BaseFlow (l/s)


P.Dep(mm)

P.Vel(m/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

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


Network Design Table for Foul Public - Unit


PN Length(m)

Fall(m)

Slope(1:X)

Area(ha)


k(mm)

HYDSECT

DIA(mm)


IW1.002 2.386 0.016 150.0 0.000 0.0 0.0 1.500 o 225 Pipe/Conduit


PN US/IL(m)

Σ Area(ha)

Σ BaseFlow (l/s)


P.Dep(mm)

P.Vel(m/s)

Vel(m/s)

Cap(l/s)

Flow(l/s)

IW1.002 32.148 0.000 0.0 2631.9 0.0 0 0.00 0.94 37.2 0.0


Manhole Schedules for Foul Public - Unit


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert


PNPipes InInvert


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


PIPELINE SCHEDULES for Foul Public - Unit

Upstream Manhole


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

D

APPENDIX D – DRAINAGE LONG SECTIONS



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



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



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



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



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



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



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



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



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



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



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



F1.8

F1.008

225

150.1

31.000

28.543

28.133

61.526

F1.9

31.000

F1.9

F1.009

225

149.8

31.000

28.133

27.921

31.758

F1.10

F1.010

225

150.0

31.000

27.921

27.831

13.415

F1.11

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 2502.002



F1.11

F1.011

225

150.0 31.000

27.831

27.479

52.827

F1.12

31.000

F1.12

F1.012

225

150.0

31.000

27.479

27.166

47.032

F1.13

F1.013

225

150.0

31.000

27.166

27.020

21.916

F1.14

F1.014

225

148.2

31.000

27.020

26.986

5.038

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)22.000

Ver Scale 250

Hor Scale 250

3.003



F2.0

F2.000

225

150.0

31.000

29.800

29.657

21.449

F2.1

F2.001

225

150.0

31.000

29.657

29.130

78.976

F2.2

F2.002

225

150.3

31.000

29.130

28.941

28.415

F1.10

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 1.009



F3.0

F3.000

225

150.0

31.000

29.800

29.518

42.228

F3.1

31.000

F3.1

F3.001

225

150.0

31.000

29.518

29.156

54.327

F3.2

F3.002

225

150.8

31.000

29.156

29.083

11.008

F3.3

F3.003

225

150.0

31.000

29.083

29.025

8.700

F1.14

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)22.000

Ver Scale 250

Hor Scale 250 1.013



IW1.0

IW1.000

225

150.0

33.980

32.510

32.397

16.987

IW1.1

IW1.001

225

150.0

33.850

32.397

32.148

37.266

IW1.2

IW1.002

225

150.0

34.000

32.148

32.132

2.386

IWEx.Mh

34.000

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

E

APPENDIX E – PRE-CONNECTION FEEDBACK FORM

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.

Yours sincerely,

Maria O’Dwyer

Connections and Developer Services

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

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