midleton, co. cork€¦ · the site is located within the administrative jurisdiction of cork...

PROJECT NO. xxx

INSERT DATE

PROJECT NO. C912

APRIL 2020

ENGINEERING SERVICES REPORT

AVONCORE HOUSING DEVELOPMENT

MIDLETON, CO. CORK

ENGINEERING SERVICES

REPORT

for

AVONCORE HOUSING DEVELOPEMNT,

MIDLETON, CO. CORK

NOTICE

DOCUMENT CONTROL & HISTORY

OCSC

Job

No.:

C912

Pro

ject

Co

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Orig

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Vo

lum

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Level

Fil

e T

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yp

e

Nu

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Sta

tus

/

Su

itab

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Revis

ion

C912 OCSC XX XX RP C 0001 A1 C01

Rev. Status Authors Checked Authorised Issue Date

C01 A1 IOM JMcB JMcB April 2020

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

Cork County Council. It may not be used for any purpose other than that specified by

any other person without the written permission of the authors.


AVONCORE HOUSING DEVELOPMENT, MIDLETON, CO. CORK

April 2020

TABLE OF CONTENTS PAGE

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

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

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

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

1.4 Limitations .................................................................................................................... 3

2 FOUL WATER DRAINAGE ..................................................................... 4

2.1 Existing Foul Drainage ................................................................................................... 4

2.2 Proposed Foul Sewer ..................................................................................................... 5

3 STORM WATER DRAINAGE .................................................................. 7

3.1 Overview ...................................................................................................................... 7

3.2 Existing Drainage Infrastructure ..................................................................................... 7

3.3 Proposed Surface Water Design ..................................................................................... 8

3.4 Specific SuDS Measures Proposed. ................................................................................. 9

4 WATER SUPPLY ................................................................................ 11

4.1 Existing Watermain Layout .......................................................................................... 11

4.2 Proposed Watermain Layout ....................................................................................... 12

5 ROAD NETWORK .............................................................................. 14

5.1 Site Access .................................................................................................................. 14

5.2 Internal Arrangements ................................................................................................ 14

6 FLOODING ...................................................................................... 15

APPENDICES

IRISH WATER FEASIBLITY LETTER

FOUL WATER DESIGN CALCULATIONS

STORM WATER CALCULATIONS

SUSTAINABLE URBAN DRAINAGE SYSTEMS

WATER NETWORK CAPACITY

FLOOD MAPS

O’Connor Sutton Cronin & Associates Engineering Services Report

Multidisciplinary Consulting Engineers Avoncore Housing Development, Midleton, Co. Cork

1 Project No. C912 Issued: 04/2020


AVONCORE HOUSING DEVELOPMENT, MIDLETON, CO. CORK

APRIL 2020

1 INTRODUCTION

1.1 Appointment

O’Connor Sutton Cronin (OCSC) have been instructed to prepare an Engineering

Services Report in support of a social housing development at the proposed site

at the existing Avoncore estate, Midleton, Co. Cork. The development consists of

9No. 2 bed, two storey dwellings, 6No. 3 bed, two storey dwellings, 1No. 4 bed,

two storey dwellings and all associated site works.

1.2 Administrative Jurisdiction

The site is located within the administrative jurisdiction of Cork County Council,

whose offices are located at County Hall, Carrigrohane Road, Cork.

1.3 Site Location

The subject site is located south east of the town centre of Carrigaline,

approximately 1km north of Midleton town centre. Refer to Figure 1 below for

details of the site location.




Figure 1 -Site Location.

Located within the existing Avoncore estate, the site is approximately 45m in width

and 115m in length. The total site is 0.5125 Ha in area. A masonry wall and

overgrown hedgerow define the site boundary to the east, while existing property

boundary walls define the boundaries to the south and west. A recently erected

fence has been installed along the north boundary.

The site is located within the existing Avoncore estate and so the surrounding area

is predominantly residential in nature. The road network to the west connects this

area to the town centre of Midleton.




1.4 Limitations

This Engineering Services Report has been prepared for the sole use of Cork

County Council. No other warranty, expressed or implied, is made as to the

professional advice included in this report or any other services provided by OCSC.

This report may not be disclosed by the Client nor relied upon by any other party

without the prior and express written agreement of OCSC.




2 FOUL WATER DRAINAGE

2.1 Existing Foul Drainage

As part of the initial scheme design, Irish Water and Local Area Engineers within

Cork County Council were contacted to establish the existing Foul Water sewer

network in the vicinity of the proposed development.

There is an existing Irish Water Foul Sewer serving the existing Avoncore estate

in the access road (L-7707) on approach to the site at the northern boundary.

Irish Water and Cork County Council records also indicate a sewer running along

the eastern boundary of the site. Refer to Figure 2 below for details (foul water

sewer indicated in red).

Figure 2: Existing Foul Sewer.




2.2 Proposed Foul Sewer

A new foul drainage network will be required for the development and will be in

accordance with IS EN 752, The Building Regulations Part H and the Irish Water

Code of Practice for Wastewater. It is proposed to provide a gravity sewer from

the site to the existing sewer network. Due to the levels of the existing site and

the inverts of the existing sewer network, it is required to discharge to the

manhole approximately 60m west of the site at the junction with Elm Grove. All

gravity sewers will be HDPE and will range in size from 100mm to 150mm

diameter.

The development will generate a dry weather flow of 0.111 l/sec and a peak flow

of 0.666 l/sec. This is based upon the guidance given in section 3.6 of The Irish

Water Code of Practice for Wastewater.

16No. Units @ 600l/dwelling/day = 9600 l / day

= 0.111 l / sec (DWF)

Sewer Designed For (6*DWF) = 0.666 l / sec (6DWF)

The outfall pipe from the development is a 150mm diameter pipe laid at a gradient

of approximately 1:150, which gives a capacity of 12.61 litres / second. Therefore,

there is adequate capacity within the foul sewer network.

A Pre-Connection Enquiry Form has been submitted to Irish Water for the

proposed development and a Confirmation of Feasibility Letter has been received.

Irish Water confirmed that the existing Waste Water Treatment Plant serving the

Midleton area currently has insufficient capacity to cater for the proposed

development, however a connection will be facilitated in the future following the




upgrade of the infrastructure. The foul water drainage network will be designed to

suit the upgraded Irish Water infrastructure through the connection process once

upgrade works are complete. Refer to Appendix A for details of Irish Water

correspondence.

The Foul Water drainage layout is provided on drawing C912-OCSC-XX-XX-DR-C-

0011 with Foul Water Sewer calculations provided in Appendix B.




3 STORM WATER DRAINAGE

3.1 Overview

The storm water drainage elements of the planning permission sought on the

subject lands is designed in accordance with IS EN 752 & The Building Regulations

Part H.

All new developments must ensure that a comprehensive sustainable urban

drainage system, SuDS, is incorporated into the development. SuDS requires that

post development run-off rates are maintained at equivalent or lower, levels that

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 the physical capacity to retain

storm water volumes and, if necessary release these attenuated surface water

volumes to an outfall at a controlled flow rate.

A further component of the SuDS protocols is to increase the overall water quality

of surface water runoff before in enters a natural water course or into a public

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

possible standard of storm water quality and to prevent degradation of the water

course resource by contamination.

3.2 Existing Drainage Infrastructure

As part of the initial scheme design, the Local Area Engineer within Cork County

Council was contacted to establish if there is an existing Storm Water drainage

network in the vicinity of the proposed development.




An existing Storm Water drain was identified serving the existing Avoncore estate

on the access road (L-7707) on approach to the site at the northern boundary.

Refer to Figure 3 below for details (storm water drain indicated in blue).

Figure 3: Existing Storm Sewer.

3.3 Proposed Surface Water Design

All surface water drainage is proposed to discharge to the existing public drainage

network. Due to the levels of the existing site and the inverts of the existing

drainage network, it is required to discharge to the manhole approximately 60m

west of the site at the junction with Elm Grove via an attenuation tank and flow

control device to restrict outflows from the site to the equivalent Greenfield run-




off rate, which has been calculated as 4.3 litres per second. This is based on an

overall site area of approximately 0.5125 hectares.

The proposed surface water network will consist of a new gravity feed sewer

system designed in accordance with IS EN 752. The pipes will be HDPE and will

be 225mm in diameter.

The Surface Water drainage layout is shown on drawing C912-OCSC-XX-XX-DR-

C-0011 with Surface Water Sewer calculations provided in Appendix C.

3.4 Specific SuDS Measures Proposed.

There are a number of systems available to address the SuDS requirements for

new developments. The site was tested in accordance with BRE 365 for direct

discharge to groundwater, however the infiltration rates for the site, were such

that direct infiltration to the ground was not feasible. The potential of discharging

storm water to groundwater was also discussed with Cork County Council Local

Engineers and given the nature of the geology in the Midleton area, soakaway

systems were deemed to be unsuitable.

It is proposed that, as a minimum, the following mechanisms will be considered

and incorporated into the SuDS surface water management regime.

• Attenuated Storage is proposed to be provided in the form of a reinforced

concrete underground storage tank for events up to, and including the 1.0%

AEP rainfall event with climate change allowance of 10%. The overall tank

dimensions are 14m long by 11.5m wide by 1.15m deep. The maximum




TWL in the tank is a minimum of 500mm below the lowest FFL of any unit

within the site and has a minimum storage capacity of 185m3.

• A By-pass Separator will be provided as the second level of treatment for

surface water runoff from car park areas. In this instance, the entirety of

the collected surface water from the car park areas will pass through, and

be treated by the separator. A Klargester NSBP006 or equivalent is

specified.

• Landscaping / Green Areas. All paved areas that are considered

impermeable are to drain laterally to the landscaped and green areas where

possible, which will reduce the overall quantity of surface water runoff from

the site.

Details of the proposed SuDS systems can be found in Appendix D to the rear of

this report.




4 WATER SUPPLY

4.1 Existing Watermain Layout

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

Water’s Code of Practice for Water Infrastructure.

As noted earlier in section 2.2 a Pre-Connection Enquiry Form was submitted to

Irish Water and a Confirmation of Feasibility Letter was received. Irish Water have

confirmed via the Confirmation of Feasibility Letter that a connection to the public

water network can be facilitated subject to a valid connection agreement. Refer to

Appendix A for details.

In addition to the Pre-connection Enquiry to Irish Water, local Cork County Council

representatives were also contacted to establish the water infrastructure serving

the site. An existing Watermain serves the existing Avoncore estate and passes

the northern boundary of the proposed site. Refer to Figure 4 overleaf.




Figure 4: Existing Water Network.

4.2 Proposed Watermain Layout

It is proposed to take a connection from the existing watermain and provide a

100mm diameter HDPE ring water main to the perimeter of the proposed

dwellings. A water meter will be provided where the watermain enters the

development and individual properties will be fitted with an approved meter box

located as required for water metering purposes in accordance with Irish Water

requirements.

One Fire hydrant will be provided within the site and will be in accordance with

Technical Guidance Document B of the Building Regulations.

The proposed watermain layout is shown on C912-OCSC-XX-XX-DR-C-0021.




The above proposal is subject to a valid connection agreement with Irish Water,

however both Irish Water and local representatives of Water Services division of

Cork County Council have confirmed the water network has sufficient capacity to

cater for the proposed development. Refer to Appendix E for details.




5 ROAD NETWORK

5.1 Site Access

The site is accessed via the L-7707, serving the existing Avoncore estate. It is

proposed to provide a new entrance and access road from the L-7707 to serve the

proposed development.

The existing site falls from the north to south with an overall level difference of

approximately 3m. It is proposed to mimic the existing ground levels as much as

possible to minimise the quantity of cut/fill required across the site.

5.2 Internal Arrangements

A 5.0m wide road with a 1.8m wide footpath is proposed for the internal road

layout. The internal road layout and levels are detailed on drawings C912-OCSC-

XX-XX-DR-C-0001, with road sections detailed on C912-OCSC-XX-XX-DR-C-0002

and C912-OCSC-XX-XX-DR-C-0003.




6 FLOODING

An investigation was undertaken to determine the susceptibility of the site to

flooding as part of the scheme design.

From examination of the Office of Public Works (OPW) Fluvial & Tidal flood maps

it was established that the proposed development is not within a Fluvial or Tidal

flood risk zone. The Fluvial & Tidal flood maps for the proposed site is included in

Appendix F.

IAN O’MAHONY (BEng, CEng, MIEI)

OCSC MULTIDISCIPLINARY CONSULTING ENGINEERS

IRISH WATER FEASIBLITY LETTER

Cork County Council, C/o Ian O'Mahony, O’Connor Sutton Cronin, North Point House, North Point Business Park, New Mallow Road, Cork T23AT2P

8 April 2020

Dear Ian,

Re: Connection Reference No CDS19008835 pre-connection enquiry -

Subject to contract | Contract denied

Connection for Housing Development of 16 unit(s) at Avoncore Place, Midleton, Co. Cork.

Irish Water has reviewed your pre-connection enquiry in relation to a water and wastewater connection at Avoncore Place, Midleton, Co. Cork. Regarding a water connection, 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. Regarding a wastewater connection, we wish to advise you that there is currently insufficient capacity in the Midleton wastewater treatment plant (WWTP). However, as noted below the proposed connection to the Irish Water network will be facilitated at a future date Irish Water is currently progressing projects to provide additional wastewater treatment capacity in

Midleton. It is currently estimated that some capacity would be available in 2023 (subject to change) –

however in order to avail of this, a network extension may be required to connect to a point in the

network approximately 1km to the west of the site. This extension may require a pumping station,

subject to confirmation of levels.

Otherwise, capacity would be available on completion of a parallel project circa 2026.

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

and Standard Details. A design proposal for the water and/or wastewater infrastructure should be

submitted to Irish Water for assessment.

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.

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

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

set out in the Water Charges Plan as approved by the Commission for Regulation of Utilities.

If you have any further questions, please contact Michael Galvin from the design team on 52294 or

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

http://www.water.ie/connections

Yours sincerely,

Maria O’Dwyer

Connections and Developer Services

FOUL WATER DESIGN CALCULATIONS

JOB NAME: JOB NO: DATE:

Avoncore Housing Development, Midleton, Co. Cork C912 03/12/20 Pipe Ks: 1.5

DU /

TITLE: CALCS BY: CHECK'D: House: 14

FOUL SEWER CAPACITY CALCS IOM JMcB

Pop.DWF (l/s)

(200 l/h/d)

Design

Flow

(6xDWF)

PopDWF (l/s)

(30 l/h/d)

Design

Flow

(6xDWF)

Total

DWF (l/s)

Pipe

Diameter

(mm)

U/S IL (m)D/S IL

(m)

Length

(m)

Slope

(1:X)

Pipe

Capacity

(l/s) Ad

eq

uate

Cap

acit

y?

Prop.

Velocity

(m/s)

Self

Cle

an

sin

g?

F1 to F2 5 0.01 0.07 0 0.00 0.00 0.07 150 10.49 10.37 12.0 100 15.47 � 0.18 �

F2 to F3 60 0.14 0.83 0 0.00 0.00 0.83 150 10.37 9.82 82.5 150 12.61 � 0.38 �

F3 to F4 65 0.15 0.90 0 0.00 0.00 0.90 150 9.82 9.30 78.0 150 12.61 � 0.41 �

Note:

Pipe Section

COMMERCIALRESIDENTIAL

Self cleansing is considered to be satisfied by a 150mm diameter sewer having a gradient not flatter than

1 in 150 and a flow rate greater than 0.46 l / s (equivalent of 10 dwellings). Where the sewer is 100mm in

diamter the minium acceptable gradient is 1 in 80 where at least 1 WC is connected

O'CONNOR SUTTON CRONINNORTH POINT HOUSENORTH POINT BUSINESS PARKNEW MALLOW ROADCORK.

Tel: 021 2355816

STORM WATER CALCULATIONS

Project: C871

Project No.: Avoncore Housing, Midleton

Calculation: Attenuation 100-year

Calcs By: IOM

Checked By: JMcB

Date: 17/12/2019

Site Location:

Design Storm Return Period: 100 years

Climate Change Factor: 10 %

Soil Type: 4

Total Site Area: 0.51 ha

Hardstand Area: 0.37 ha 2222.@ 100% Impervious

Softstand Area: 0.14 ha 2222.@ 0% Impervious

Effective Impermeable Area: 0.37 ha

Allowable Outflow

IH124: QBAR = 0.00108 x AREA0.89

x SAAR1.17

x SOIL2.17

AREA: 0.01 km2

SAAR: 1133 mm

SOIL: 0.47

QBAR/ha 8.48 l/s/ha

Allowable Outflow 4.3 l/s

Storage required = 189 m3

DurationRainfall

100-Year

Rainfall 100-

Year with CCFIntensity

Discharge

(Q = 2.71iA)

Proposed

Runoff

Contiguous

Land Runoff

Total

Runoff

Allowable

Outflow

Storage

Required

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

3) (m

3) (m

3) (m

3)

2 0.0 0.0 0.0 0 0 0 0 1 -1

5 16.3 17.9 215.2 217 65 0 65 1 64

10 22.7 25.0 149.8 151 91 0 91 3 88

15 26.8 29.5 117.9 119 107 0 107 4 103

30 33.1 36.4 72.8 73 132 0 132 8 124

60 40.9 45.0 45.0 45 163 0 163 16 148

120 50.6 55.7 27.8 28 202 0 202 31 171

180 57.2 62.9 21.0 21 228 0 228 47 181

240 62.5 68.8 17.2 17 250 0 250 63 187

360 70.8 77.9 13.0 13 283 0 283 94 189

540 80.1 88.1 9.8 10 320 0 320 141 179

720 87.5 96.3 8.0 8 349 0 349 188 162

1080 99.1 109.0 6.1 6 396 0 396 282 114

1440 108.2 119.0 5.0 5 432 0 432 376 56

2880 124.2 136.6 2.8 3 496 0 496 751 -255

4320 137.7 151.5 2.1 2 550 0 550 1127 -577

5760 149.6 164.6 1.7 2 597 0 597 1502 -905

8640 170.4 187.4 1.3 1 680 0 680 2253 -1573

11520 188.7 207.6 1.1 1 753 0 753 3004 -2251

14400 205.4 225.9 0.9 1 820 0 820 3755 -2935

17280 221.0 243.1 0.8 1 882 0 882 4506 -3624

23040 249.6 274.6 0.7 1 996 0 996 6008 -5012

28800 275.9 303.5 0.6 1 1101 0 1101 7511 -6409

36000 306.4 337.0 0.6 1 1223 0 1223 9388 -8165

Midleton

Calculate

Project: C871

Project No.: Avoncore Housing, Midleton

Calculation: Attenuation 100-year

Calcs By: IOM

Checked By: JMcB

Date: 17/12/2019

-50

0

50

100

150

200

250

300

350

400

450

500

0 200 400 600 800 1000 1200 1400 1600

Vo

lum

e (

m3)

Storm Duration (mins)

Total Runoff Allowable Outflow Storage Required

Met Eireann Return Period Rainfall Depths for sliding Durations Irish Grid: Easting: 187755, Northing: 74660,

Interval | YearsDURATION 6months, 1year, | 2, 3, 4, 5, 10, 20, 30, 50, 75, 100, 150, 200, 250, 500, 5 mins 3.1, 4.3, | 4.9, 5.9, 6.6, 7.1, 8.7, 10.6, 11.9, 13.6, 15.1, 16.3, 18.2, 19.6, 20.8, N/A , 10 mins 4.3, 6.0, | 6.9, 8.2, 9.1, 9.9, 12.2, 14.8, 16.5, 18.9, 21.1, 22.7, 25.3, 27.3, 28.9, N/A , 15 mins 5.0, 7.0, | 8.1, 9.7, 10.8, 11.6, 14.3, 17.4, 19.4, 22.3, 24.8, 26.8, 29.8, 32.1, 34.0, N/A , 30 mins 6.6, 9.1, | 10.5, 12.5, 13.8, 14.8, 18.2, 21.9, 24.3, 27.7, 30.8, 33.1, 36.6, 39.4, 41.7, N/A , 1 hours 8.8, 11.9, | 13.6, 16.0, 17.7, 18.9, 23.0, 27.5, 30.5, 34.6, 38.1, 40.9, 45.1, 48.4, 51.0, N/A , 2 hours 11.6, 15.6, | 17.6, 20.7, 22.7, 24.2, 29.2, 34.6, 38.2, 43.0, 47.3, 50.6, 55.5, 59.3, 62.5, N/A , 3 hours 13.6, 18.2, | 20.5, 24.0, 26.2, 28.0, 33.5, 39.6, 43.5, 48.9, 53.6, 57.2, 62.7, 66.9, 70.3, N/A , 4 hours 15.3, 20.3, | 22.9, 26.6, 29.1, 31.0, 37.0, 43.6, 47.8, 53.6, 58.7, 62.5, 68.4, 72.8, 76.5, N/A , 6 hours 18.0, 23.7, | 26.6, 30.8, 33.6, 35.7, 42.5, 49.8, 54.5, 60.9, 66.5, 70.8, 77.2, 82.1, 86.1, N/A , 9 hours 21.2, 27.7, | 31.0, 35.8, 38.9, 41.3, 48.8, 57.0, 62.2, 69.3, 75.4, 80.1, 87.2, 92.6, 97.0, N/A ,12 hours 23.8, 30.9, | 34.5, 39.7, 43.1, 45.7, 53.8, 62.6, 68.2, 75.9, 82.5, 87.5, 95.1, 100.8, 105.5, N/A ,18 hours 28.0, 36.1, | 40.2, 46.0, 49.9, 52.7, 61.9, 71.6, 77.8, 86.3, 93.6, 99.1, 107.3, 113.6, 118.7, N/A ,24 hours 31.5, 40.3, | 44.8, 51.1, 55.3, 58.4, 68.3, 78.8, 85.5, 94.5, 102.3, 108.2, 117.0, 123.7, 129.2, 147.6, 2 days 40.4, 50.6, | 55.6, 62.8, 67.4, 70.9, 81.7, 93.1, 100.2, 109.9, 118.1, 124.2, 133.5, 140.4, 146.0, 164.9, 3 days 47.7, 59.0, | 64.5, 72.4, 77.4, 81.1, 92.7, 104.9, 112.5, 122.6, 131.2, 137.7, 147.3, 154.5, 160.3, 179.8, 4 days 54.2, 66.5, | 72.4, 80.8, 86.1, 90.1, 102.4, 115.3, 123.2, 133.8, 142.8, 149.6, 159.5, 167.0, 173.0, 193.0, 6 days 65.9, 79.7, | 86.4, 95.7, 101.6, 106.1, 119.5, 133.5, 142.1, 153.6, 163.2, 170.4, 181.0, 188.9, 195.2, 216.4, 8 days 76.4, 91.6, | 98.9, 109.0, 115.4, 120.2, 134.7, 149.6, 158.8, 170.9, 181.1, 188.7, 199.9, 208.2, 214.8, 236.9, 10 days 86.2, 102.6, | 110.4, 121.3, 128.1, 133.2, 148.6, 164.4, 174.0, 186.8, 197.5, 205.4, 217.1, 225.7, 232.7, 255.6, 12 days 95.5, 112.9, | 121.3, 132.8, 140.0, 145.3, 161.6, 178.1, 188.2, 201.6, 212.7, 221.0, 233.1, 242.1, 249.3, 272.9, 16 days 112.9, 132.3, | 141.5, 154.2, 162.1, 168.0, 185.6, 203.6, 214.5, 228.8, 240.8, 249.6, 262.5, 272.1, 279.7, 304.8, 20 days 129.3, 150.5, | 160.4, 174.1, 182.6, 188.9, 207.9, 227.1, 238.7, 253.9, 266.5, 275.9, 289.5, 299.5, 307.6, 333.8, 25 days 148.7, 171.9, | 182.8, 197.6, 206.8, 213.6, 234.0, 254.5, 266.9, 283.1, 296.5, 306.4, 320.8, 331.4, 339.8, 367.5,NOTES:N/A Data not availableThese values are derived from a Depth Duration Frequency (DDF) ModelFor details refer to:’Fitzgerald D. L. (2007), Estimates of Point Rainfall Frequencies, Technical Note No. 61, Met Eireann, Dublin’, Available for download at www.met.ie/climate/dataproducts/Estimation-of-Point-Rainfall-Frequencies_TN61.pdf

SUSTAINABLE URBAN DRAINAGE SYSTEMS

4

UNIT FLOW PEAK FLOW DRAINAGE STORAGE UNIT UNIT DIA. ACCESS BASE TO BASE TO STANDARD MIN. INLET STANDARD NOMINAL (l/s) RATE (l/s) AREA (m2) CAPACITY (litres) LENGTH (mm) (mm) SHAFT INLET INVERT OUTLET FALL ACROSS INVERT PIPEWORK SIZE SILT OIL DIA. (mm) (mm) INVERT (mm) (mm) DIA.

NSBP003 3 30 1670 300 45 1700 1350 600 1420 1320 100 500 160

NSBP004 4.5 45 2500 450 60 1700 1350 600 1420 1320 100 500 160

NSBP006 6 60 3335 600 90 1700 1350 600 1420 1320 100 500 160

NSBE010 10 100 5560 1000 150 2069 1220 750 1450 1350 100 700 315

NSBE015 15 150 8335 1500 225 2947 1220 750 1450 1350 100 700 315

NSBE020 20 200 11111 2000 300 3893 1220 750 1450 1350 100 700 375

NSBE025 25 250 13890 2500 375 3575 1420 750 1680 1580 100 700 375

NSBE030 30 300 16670 3000 450 4265 1420 750 1680 1580 100 700 450

NSBE040 40 400 22222 4000 600 3230 1920 600 2185 2035 150 1000 500

NSBE050 50 500 27778 5000 750 3960 1920 600 2185 2035 150 1000 600

NSBE075 75 750 41667 7500 1125 5841 1920 600 2235 2035 200 950 675

NSBE100 100 1000 55556 10000 1500 7661 1920 600 2235 2035 200 950 750

NSBE125 125 1250 69444 12500 1875 9548 1920 600 2235 2035 200 950 750

Rotomoulded chamber construction GRP chamber construction * Some units have more than one access shaft – diameter of largest shown.

Advanced

rotomoulded construction

on selected models

• Compact and robust

• Require less backfill

• Tough, lightweight and

easy to handle

truction

models

d robust

ss backfil

ough, lightweigeig

easy to handle

APPLICATION

Bypass separators are used when it is considered an acceptable risk

not to provide full treatment, for very high flows, and are used, for

example, where the risk of a large spillage and heavy rainfall occurring

at the same time is small, e.g.

Surface car parks.

Roadways.

Lightly contaminated commercial areas.

PERFORMANCE

Klargester were one of the first UK manufacturers to have separators

tested to EN 858-1. Klargester have now added the NSB bypass

range to their portfolio of certified and tested models. The NSB number

denotes the maximum flow at which the separator treats liquids.

The British Standards Institute (BSI) tested the required range of

Kingspan Klargester Bypass separators and certified their performance

in relation to their flow and process performance assessing the effluent

qualities to the requirements of EN 858-1. Klargester bypass separator

designs follow the parameters determined during the testing of the

required range of bypass separators.

Each bypass separator design includes the necessary volume

requirements for:

Oil separation capacity. Oil storage volume.

Silt storage capacity. Coalescer.

The unit is designed to treat 10% of peak flow. The calculated

drainage areas served by each separator are indicated according to

the formula given by PPG3 NSB = 0.0018A(m2). Flows generated by

higher rainfall rates will pass through part of the separator and bypass

the main separation chamber.

Class I separators are designed to achieve a concentration of 5mg/litre

of oil under standard test conditions.

Bypass NSB RANGE

SIZES AND SPECIFICATIONS

FEATURES

Light and easy to install.

Inclusive of silt storage volume.

Fitted inlet/outlet connectors.

Vent points within necks.

Oil alarm system available (required by EN 858-1 and PPG3).

Extension access shafts for deep inverts.

Maintenance from ground level.

GRP or rotomoulded construction (subject to model).

To specify a nominal size bypass separator, the following information

is needed:-

The calculated flow rate for the drainage area served. Our designs

are based on the assumption that any interconnecting pipework

fitted elsewhere on site does not impede flow into or out of the

separator and that the flow is not pumped.

The drain invert inlet depth.

Pipework type, size and orientation.


FLOOD MAPS

1

Ian O'Mahony

From: Connie Keller <[email protected]>

Sent: 11 November 2019 17:46

To: Ian O'Mahony

Cc: Donal O'Keeffe; Richard Fenton; John McBeath

Subject: RE: Avoncore_Middleton_Drinking Water Capacity

Hi Ian,

Apologies for the late reply.

There is ample capacity for the additional 8 units in Avoncore, Midleton.

Kind Regards,

Connie Keller BE MIEI

Assistant Engineer, Cork County Council

+353 (0) 85 870 5837 |

Glashaboy Waterworks, Richmond, Glanmire, Co. Cork, T45 P406

IMPORTANT: The contents of this email and any attachments are confidential. They are intended for the named recipient(s)

only. If you have received this email by mistake, please notify the sender immediately and do not disclose the contents to

anyone or make copies thereof.

From: Ian O'Mahony [mailto:[email protected]]

Sent: Wednesday 23 October 2019 17:02

To: Connie Keller <[email protected]>

Cc: Donal O'Keeffe <[email protected]>; Richard Fenton <[email protected]>; John McBeath

<[email protected]>


Hi Connie,

I am an Engineer with OCSC working on behalf Cork County Council’s Architect’s Department on the proposed

Housing Development at Avoncore, Midleton, the email thread below refers.

This scheme has increased in size from the original 8units as per below to 16units and we are looking to see if this

has an effect on the possibility of connecting to water network. Can you confirm if there is adequate capacity in the

network to cater for the additional 8 units? We will be submitting the relevant application to Irish Water but just

wanted to check informally first.

Please feel free to give me a call if you would like to discuss.

Regards

Ian O’Mahony

Senior Engineer

DD: +353 21 2355 816

2

Please consider the environment before printing this email.

From: Connie Keller <[email protected]>

Sent: 12 February 2019 13:15

To: Richard Fenton <[email protected]>

Cc: Donal O'Keeffe <[email protected]>


Hi Richard,

I have looked into your proposed site location.

Please find a watermain drawing for the general area attached.

Site has an existing watermain adjacent to the North of the Site.

It appears to be a 100mm Cast Iron watermain.

The water will be supplied from Midleton Water Treatment Plant.

There is adequate capacity for the 8 units.

Regards,

Connie Keller BE MIEI

Assistant Engineer, Cork County Council

+353 (0) 85 870 5837 |

Glashaboy Waterworks, Richmond, Glanmire, Co. Cork, T45 P406

IMPORTANT: The contents of this email and any attachments are confidential. They are intended for the named recipient(s)

only. If you have received this email by mistake, please notify the sender immediately and do not disclose the contents to

anyone or make copies thereof.

From: Richard Fenton

Sent: 12 February 2019 09:26 To: Connie Keller

Subject: Avoncore_Middleton_Drinking Water Capacity

Hi Connie,

We are investigating a site for development in Avoncore Midleton as per the attached site layout.


FLOOD MAPS

LOCATION OF PROPOSED SITE. THE SITE IS NOT WITHIN A FLUVIALFLOOD ZONE.

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3OWE_2281

3OWE_2160

3OWE_1971

3OWE_1714

3OWE_1527

3OWE_1315

3DUN_265

3DUN_150

3DUN_0

026

±© Government of IrelandOSi permit number EN-002-1006

Location Plan :

Office of Public Works17-19 Lower Hatch StreetDublin 2Ireland

www.halcrow.com

Halcrow Group Ireland3A Eastgate RoadEastgateLittle IslandCorkIreland

USER NOTE :

USERS OF THESE MAPS SHOULD REFER TO THE DETAILEDDESCRIPTION OF THEIR DERIVATION, LIMITATIONS INACCURACY AND GUIDANCE AND CONDITIONS OF USEPROVIDED AT THE FRONT OF THIS BOUND VOLUME. IF THISMAP DOES NOT FORM PART OF A BOUND VOLUME, ITSHOULD NOT BE USED FOR ANY PURPOSE.

1:5,000

Figure By :

Checked By :

Approved By :

Date :

Date :

Date :

Revision

Plot Scale : 1:1 @ A3Drawing Scale :

Figure No. :

Valeria Medina

Project :

M9/UA/EXT/CURS/016

LEE CATCHMENT FLOOD RISKASSESSMENT AND MANAGEMENT STUDYMap :

MIDLETON

TIDAL FLOODINGMap Type :

Source :

Map area :

FLOOD EXTENT

URBAN AREACURRENTScenario :

This map shows tidal flooding. To see fluvial flood maps ofthis area please look at Figure No: M3/UA/EXT/CURS/002

EXTENT MAP

River Centreline

0.1 % AEP Flood Extent

10 % AEP Flood Extent

0.5 % AEP Flood Extent

Legend:

Low Confidence (> 40m) (10% and 0.1% AEP)

High Confidence (<20m) (10% AEP)

Medium Confidence (<40m) (10% AEP)

Low Confidence (>40m) (0.5% AEP)

High Confidence (<20m) (0.5% AEP)

Medium Confidence (<40m) (0.5% AEP)

(1 in 10 chance in any given year)



Defended area

Node Point

Node Label (refer to table)001

0.1 0 0.1 0.2 0.3 0.40.05

Kilometres

Tidally influenced flooding does not extend upstream of this point. Please refer to the fluvial flood maps.

Node Label WL 10% WL 0.5% WL 0.1%

3OWE_2281 2.63 2.95 3.14

3OWE_2160 2.59 2.91 3.09

3OWE_1971 2.57 2.90 3.08

3OWE_1714 2.56 2.89 3.06

3OWE_1527 2.56 2.88 3.06

3OWE_1315 2.54 2.85 3.01

3DUN_265 2.68 3.06 3.22

3DUN_150 2.68 3.07 3.22

3DUN_0 2.59 2.93 3.11

Water Level (mOD) per AEP

Paul Dunne

1

Clare Dewar 21 June 2012

21 June 2012

21 June 2012

SITE IS LOCATED APPROX 1kmUPSTREAM OF THE EXTENT OF THISMAP, THEREFORE THE SITE IS NOTWITHIN A TIDAL FLOOD ZONE.

midleton, co. cork€¦ · the site is located within the administrative jurisdiction of cork...

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