Cliffony – WWDL Attachment A

Cliffony – WWDL Attachment A.1

Sligo County Council

ATTACHMENT No: A.1 NON TECHNICAL SUMMARY

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ATTACHMENT No: A.1 NON TECHNICAL SUMMARY 1.0 The waste water works and the activities carried out

Cliffony is located about 16km to the North of Sligo Town. The current residential

population equivalent served by the WwTW is approximately 597 p.e. This figure

was calculated in June 2009 as described in Section B.9. Currently sewage from

the village is conveyed via a combined collection network to an existing package

treatment tank which was installed circa 1982. The tank was designed to serve a

p.e. of 450 and to achieve discharge standards of 20mg/l of BOD and 20mg/l of

Suspended Solids. Aeration and settlement takes place within the tank and

settled sludge is removed approximately 3 times per year. It must be noted that

the tank is falling into disrepair and is in very bad condition.

There is some separate surface water drainage serving newer areas of the village

however this is not detailed any further as part of this application.

2.0 The sources of emissions from the waste water works

Primary Discharge

The primary discharge from the works is to the Cliffony stream, the course of

which runs through Cliffony, past the WwTP and to the sea at Trawalua

Strand/Donegal Bay.

Storm Water Overflows

There are no Storm Water Overflows from the network.

3.0 The nature and quantities of emissions from the waste water

works (into the receiving aqueous environment as well as identification of

significant effects of the emissions on the environment)

In the past Sligo County Council monitored the final effluent from the WwTP

approximately every two months. However due to resourcing issues this

monitoring ceased at the end of 2008. The results of the monitoring for 2008 are

shown in Section in E.4. For the purposes of this license application a two day

flow and load survey was carried out the results of which are summarised below.

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Influent Flow and Load Values

Date Cert No. Daily Flow

(m3) COD Load

(kg) BOD Load (kg)

09-10.03.09 16021 169.44 N/R 56.42 10-11.03.09 16022 82.02 N/R 35.60

Effluent Flow and Load Values

Date Cert No. Daily Flow

(m3) COD Load

(kg) BOD Load (kg)

09-10.03.09 16023 133.6 22.85 12.96 10-11.03.09 16024 69.99 15.89 8.05

4.0 Identification of significant effects of the emissions on the

environment

Emissions from the package treatment tank are to the Cliffony stream which flows

into the sea at Trawalua Strand. About 50m downstream of the Discharge lies the

boundary of the Bunduff Lough and Machair/Trawalua/Mullaghmore SAC and

NHA. The NPWS have been asked to comment on the likely effect of the discharge

on the SAC (detailed in Section F of this application). There are no records of EPA

monitoring carried out on the stream on the EPA River Water Quality website.

Therefore it was not possible to carry out a Waste Assimilative Capacity (WAC)

Calculation or fully assess the effect of the emissions on the environment.

5.0 The proposed technology and other techniques for

preventing or reducing emissions/pollution from the waste water works

As detailed in the Sligo Water Services Investment Programme, (see attachment

B.10) Cliffony is listed as a Scheme to start in 2008. A Preliminary Report was

compiled by RPS Consulting Engineers in July 2007 which gives further detail on

the proposed scheme. The PR is included as an Appendix to this application. A

new extended aeration treatment plant is proposed to be built in two phases.

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Phase I is to cater for a p.e. of 1,100 and Phase II will bring the capacity of the

plant to 1,750.

6.0 Measures planned to monitor emissions into the environment

Monitoring was previously carried out by Sligo County Council. Due to resourcing

issues this monitoring ceased at the end of 2008. As part of a new plant new

monitoring equipment would be provided.

7.0 Other

The existing package treatment plant and network is maintained by a caretaker

from Sligo County Council and on average is visited a few times a week to ensure

that it is operating as well as is possible.

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Cliffony – WWDL Attachment B.1


ATTACHMENT No: B.1 BOUNDARY OF AGGLOMERATION

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ATTACHMENT No: B.2 LOCATION OF WwTP

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ATTACHMENT No: B.3

LOCATION OF PRIMARY DISCHARGE POINT

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ATTACHMENT No: B.8 NOTICE OF APPLICATION

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SLIGO COUNTY COUNCIL

SITE NOTICE

“APPLICATION TO THE ENVIRONMENTAL PROTECTION AGENCY FOR A WASTE WATER DISCHARGE LICENCE”

In accordance with the Waste Water Discharge (Authorisation) Regulations 2007, Sligo County Council, County Buildings, Riverside, Co. Sligo, is applying to the Environmental Protection Agency for a Waste Water Discharge Licence for discharges from the Cliffony Waste Water Treatment Works, Cliffony, Co. Sligo. The application concerns the primary discharge from the Waste Water Treatment Plant at Cliffony (E170254 N353942). Treated effluent is discharged to the Cliffony River.

The National Grid Reference of the centre point of the Waste Water Treatment Plant is E170290 N353925. The plant is a package treatment plant. A copy of Sligo County Councils Licence Application and any further information which may be furnished to the Agency will be available for inspection or purchase at the Environmental Protection Agency Headquarters, Johnstown Castle Estate, Wexford, and at the offices of Sligo County Council, County Buildings, Riverside, Sligo after the 22nd of June 2009. Any submissions in relation to this application may be made to the Environmental Protection Agency Headquarters at the above address. Signed

Mr. T. Kilfeather, Director of Infrastructural Services

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ATTACHMENT No: B.9 POPULATION EQUIVALENT OF AGGLOMERATION

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ATTACHMENT No: B. 9 POPULATION EQUIVALENT OF AGGLOMERATION

Population Equivalent 597 (Residential) Data Compiled (Year) 2009 Method As described below

An estimation of the current residential population equivalent (p.e.) of Cliffony

was made by combining An Post Geo-Directory information (provided by Sligo

County Council in February 2007) with Census 2006 information. A boundary was

drawn around the buildings believed to be serviced by the sewer network. The

number of buildings and the use of each building within this boundary were

noted. This information is summarised in the table below.

Category No. of Buildings Residential 213 Commercial 9

Residential and Commercial 8 Total 230

According to the Census of 2006 the average number of persons per household in

county Sligo was 2.7. This figure is used to calculate the population of Cliffony as

shown below.

Total residential population = (213 + 8)*2.7 = 597 The commercial buildings within the boundary are listed in the table below.

NAME ADDRESS

MCGLOINS FUNERAL HOME BÓTHAR AN TSÉIPÉILCLIFFONEY PRIMARY SCHOOL BALLINPHULLMCGILLAN'S CLIFFONEYCLIFFONEY HALL CLIFFONEYAN POST CLIFFONEY POST OFFICETHE CRAFTER BASKET CLIFFONEYSAINT MOLAISES CATHOLIC CHURCH CLIFFONEYAN GARDA SÍOCHÁNA CLIFFONEY GARDA STATIONHSE CLIFFONEY HEALTH CENTRE

A flow and load survey was carried out on the two days shown and the results are

tabulated below. The PE figures are calculated based on the assumption of a BOD

of 60g/person/day.

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Influent

Date Cert No.

Daily Flow (m3)

COD Load (kg) BOD Load (kg)

P.E. 09-

10.03.09 16021 169.44 N/R 56.42

940 10-

11.03.09 16022 82.02 N/R 35.60

593

The p.e. figure from the second day of the flow and load survey is very similar to

that which was calculated above from Geo-Directory information. The plant may

have been unusually highly loaded on the first day of the survey when the p.e.

was 940, significantly greater than that of the estimation of 593.

ATTACHMENT No: B. 9 (ii) PENDING DEVELOPMENT Due to the current economic climate it is not expected that there will be

significant development in the area that would impact on the population

equivalent of the agglomeration being served by the waste water works.

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ATTACHMENT No: B.10 CAPITAL INVESTMENT PROGRAMME

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Schemes at Construction W/S Est. Cost.Sligo & Environs Water Supply Scheme Stage 2 (G) W 14,700,000Sligo Wastewater Treatment Plant (DBO Contract)(G) S 24,000,000

38,700,000

Schemes to start 2007Enniscrone Sewerage Scheme S 3,100,000

3,100,000

Schemes to start 2008Ballygawley, Mullaghmore, Ballinacarrow* & Cliffoney* Grouped Sewerage Scheme S 6,500,000Mullaghmore Water Supply Scheme Stage 2 W 1,430,000Sligo Sewerage Scheme (Network Improvement)(G) S 5,300,000

13,230,000

Schemes to start 2009Carrowroe Sewerage Scheme S 2,300,000Lough Talt Water Supply Scheme W 1,870,000Rosses Point/ Cregg/ Ballincar Sewerage Scheme S 4,500,000

8,670,000

Serviced Land InitiativeGrange, Strandhill & Tubbercurry Grouped Sewerage Improvement Scheme S 4,250,000Teesan/Lisnalurg Sewerage Scheme S 1,420,000Ballinacarrow Sewerage Scheme* S -Cliffoney Sewerage Scheme* S -*Previously listed with grouped scheme above 5,670,000

Schemes to Advance through PlanningBallymote Sewerage Scheme (Upgrade) S 5,000,000Collooney Sewerage Scheme (Upgrade) S 5,000,000North Sligo Regional Water Supply Scheme Phase 2 W 3,570,000Sligo & Environs Water Supply Scheme Phase 3 (G) W 4,080,000

17,650,000

Water Conservation Allocation 2,652,000

Asset Management Study 60,000

Programme Total 89,732,000

(G) Refers to a Gateway as designated in the National Spatial Strategy

Sligo

Water Services Investment Programme 2007 - 2009

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Cliffony – WWDL Attachment C.1


ATTACHMENT No: C.1

OPERATIONAL INFORMATION REQUIREMENTS

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ATTACHMENT No: C1 OPERATIONAL INFORMATION REQUIREMENTS C.1.1 Storm Water Overflows Not Applicable

C.1.2 Pumping Stations

Not Applicable

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ATTACHMENT No: C.2 OUTFALL DESIGN AND CONSTRUCTION

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Cliffony – WWDL Attachment D.1


ATTACHMENT D1 DETAILS OF INFLUENT

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Flow & Load Report

Cliffoney

Wastewater Treatment Plant, Co. Sligo

March 2009

ENSEN®.ieEnergy - Sustainability- Environment

1850 266 266

Ref: 970/cliffoney/03-09 Page 1 of 12

Nutrisolv Ireland Limited t/a ENSEN, Bridge House, Lackagh, Riverstown, Co. Sligo Registered in Ireland - No. 234324 Laboratory Location: Nutrisolv Ireland Limited t/a ENSEN, Business Innovation Centre, Sligo IT, Ballinode, Sligo

Tel: 1850 266266 Int: +353 71 9127256 Fax: 0865 2611632 V.A.T. Reg. No.: IE8234324D Directors Paul O'Dwyer (Managing) Mark McConnell

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Site ID:

200508CFY/03/09

Client:


Riverside

Sligo

Job Number 200508GCFY

Quotation Number NQ200508

Date of Commencement 9 Mar 2009

Ensen Project Manager Mr. S. Reid

Number of Monitoring Locations 4

Sampling locations:

i. Site 1: Influent Flow Monitoring & Sampling, Cliffoney Wastewater Treatment Plant

ii. Site 2: Effluent, Flow Monitoring & Sampling, Cliffoney Wastewater Treatment Plant

iii. Site 3: Upstream Grab Sample

iv. Site 4: Downstream Grab Sample


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Introduction

The Cliffoney 2 day flow and load survey was conducted as part of the County Sligo Monitoring

Survey for Waste Water Discharge License Applications.

All monitoring locations were agreed with the engineer (Nicholas O’Dwyer Consulting Engineers)

prior to commencement of the programme. The Cliffoney WWTP monitoring programme was part

of Set 3 of 3 as determined by the tender documentation.

A pre-monitoring site investigation was conducted prior to installation at Cliffoney WWTP and it

was agreed that sampling and flow monitoring would be conducted on the influent and effluent

lines. A raingauge was installed for the duration of the monitoring period. Upstream and

downstream sampling locations were given to ENSEN by Nicholas O’Dwyer Consulting Engineers.


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1.0 Monitoring Programme - location & objectives:

1. Monitor flow on the influent & effluent lines of Cliffoney WWTP.

2. Take flow proportional samples from the influent &effluent line at Cliffoney WWTP.

3. Take grab samples on both days of the programme from the upstream and downstream

locations.

4. Effluent, upstream and downstream samples to be analysed for listed parameters.

5. The influent samples to be analysed for BOD only.

6. Record relevant site notes on observations made during the course of the monitoring

period.

Flow was recorded using Isco 730 Bubbler flow modules with appropriate flow pokes. Data was

recorded at 2 minute intervals and hourly and daily summaries were compiled. Samples were taken

using Isco 6712 programmable samplers. Where appropriate, the sampler was connected to the

flow meter and operated on a flow proportional basis.

Recorded daily flows and analytical data are given in this report. Reference should be made to the

attached files 970, County Sligo DL, Set 3, Flow Data, 03/09.xls and 970, County Sligo DL, Set 3,

Analytical Data, 03/09.xls.

Note: Reference should be made to all site notes in section 3.


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Plate 1: Cliffoney WWTP Influent Sampling & Flow Monitoring Location

Plate 2: Cliffoney WWTP Effluent Sampling Location


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2.0 Results

2.1 Cliffoney WWTP Influent Daily Flow and Analytical Data

Table 1: Daily Flow & Load Values for Cliffoney WWTP Influent Stream

Date Cert No. Daily Flow (m3) BOD Load (kg)10 Mar 2009 14:0016021 169.44 56.4211 Mar 2009 14:0016022 82.02 35.6

Table 2: Daily Analytical Results for Cliffoney WWTP Influent Stream

Parameter Units 10 Mar 2009 14:0011 Mar 2009 14:00BOD5 mg/l 333 434

Graph 1: Cliffoney Influent Hourly Flow v Rainfall, March 2009

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Date / Time

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Rainfall (mm)


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2.2 Cliffoney WWTP Effluent Daily Flow and Analytical Data

Table 3: Daily Flow & Load Values for Cliffoney WWTP Effluent Stream

Date Cert No. Daily Flow (m3) COD Load (kg) BOD Load (kg)10 Mar 2009 14:0016023 133.6 22.85 12.9611 Mar 2009 14:0016024 69.99 15.89 8.05

Table 4: Daily Analytical Results for Cliffoney WWTP Effluent Stream

Parameter Units 10 Mar 2009 11 Mar 2009

pH units 7.3 7.3

Temperature oC 8.6 8.6

Ammonia (as NH3 - N) mg/l as NH3-N 19.2 28.2

Total Phosphorus (as P) See note 1 mg/l as P 2.42 3.7

Orthophosphate (as P) - unfiltered mg/l as PO4 2.42 3.57

Electrical Conductivity (@25oC) µs/cm 548 535

Nitrate (as N) mg/l as N 5.1 4.7

Nitrite (as N) mg/l as N 0.015 0.017

Total Nitrogen (as N) mg/l as N 39.83 40.56

Sulphate (SO4) mg/l as SO4 73.48 86.11

Suspended Solids mg/l 78 78

Hardness (as CaCo3) mg/l 102 114

Phenols (sum) Note 2 (ug/l) µg/l 90 130

Atrazine µg/l <1 <1


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Parameter Units 10 Mar 2009 11 Mar 2009

Simazine µg/l <1 <1

Dichloromethane µg/l <1 <1

Toluene µg/l <1 <1

Xylenes µg/l <1 <1

Tributyltin µg/l <0.08 <0.08

Arsenic µg/l <1 <1

Chromium µg/l 6 5

Copper µg/l 39 49

Cyanide µg/l <50 <50

Fluoride µg/l 281 366

Lead µg/l 5 3

Zinc µg/l 93 108

Nickel µg/l 6 6

Boron µg/l 40 60

Cadmium µg/l 0.9 1.2

Mercury µg/l <0.1 <0.1

Selenium µg/l <1 <1

Barium µg/l 20 30

Biochemical Oxygen Demand mg/l 97 115

Chemical Oxygen Demand mg/l 171 227

Dissolved Oxygen mg/l 10.11 10.63


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Graph 2: Cliffoney Effluent Hourly Flow v Rainfall, March 2009

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Date / Time

Flow (m3h)

Rainfall (mm)


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2.3 Cliffoney WWTP Upstream & Downstream Daily Analytical Data

Table 5: Daily Analytical Results for Cliffoney WWTP Upstream & Downstream

Samples

Parameter Units Upstream10/03/09

Upstream11/03/09

Down Stream10/03/09

Down Stream11/03/09

pH units 7.7 7.5 7.7 7.6

Temperature oC 7.1 7.2 7.15 7.2

Ammonia (as NH3 - N) mg/l as NH3-N 0.0514 0.0754 0.195 0.589

Total Phosphorus (as P) See note 1 mg/l as P 0.03 0.04 0.07 0.16

Orthophosphate (as P) - unfiltered mg/l as PO4 <0.02 <0.02 <0.02 0.04

Electrical Conductivity (@25oC) µs/cm 192.3 189.3 262.3 215.8

Nitrate (as N) mg/l as N 0.8 1 0.9 0.5

Nitrite (as N) mg/l as N <0.002 <0.002 <0.002 <0.002

Total Nitrogen (as N) mg/l as N 6.01 5.24 10.66 5.44

Sulphate (SO4) mg/l as SO4 8.57 8.02 7.8 8.85

Suspended Solids mg/l <2 2 5 4

Hardness (as CaCo3) mg/l 84 84 108 98

Phenols (sum) Note 2 (ug/l) µg/l <10 <10 <10 <10

Atrazine µg/l <1 <1 <1 <1

Simazine µg/l <1 <1 <1 <1

Dichloromethane µg/l <1 <1 <1 <1

Toluene µg/l <1 <1 <1 <1

Xylenes µg/l <1 <1 <1 <1

Tributyltin µg/l <0.02 <0.02 <0.02 <0.02


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Parameter Units Upstream10/03/09

Upstream11/03/09

Down Stream10/03/09

Down Stream11/03/09

Arsenic µg/l <1 <1 <1 <1

Chromium µg/l 4 4 4 6

Copper µg/l 5 5 3 5

Cyanide µg/l <50 <50 <50 <50

Fluoride µg/l 62.2 63.5 65.7 69.7

Lead µg/l <1 <1 <1 <1

Zinc µg/l 18 27 13 16

Nickel µg/l 4 4 4 4

Boron µg/l 10 <10 20 10

Cadmium µg/l 2.3 0.9 3.5 18.6

Mercury µg/l <0.1 <0.1 <0.1 <0.1

Selenium µg/l <1 <1 <1 <1

Barium µg/l 100 120 90 110

Biochemical Oxygen Demand mg/l 2 <2 2 4

Chemical Oxygen Demand mg/l 59 62 47 58

Dissolved Oxygen mg/l 10.88 11.01 9.78 9.92


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3. Site Notes

A pre-survey site investigation was conducted on 2 March 2009. The site was checked for

suitability, representation and safety for both personnel and equipment.

After consideration of the proposed monitoring sites and the possible limitations, it was agreed with

Sinead Hanrahan to proceed with flow monitoring and sampling on the influent and effluent lines

together with grab sampling from the predetermined upstream and downstream sampling locations.

Installation and decommissioning notes are given below. Further site notes are given only when

deviations occurred from the normal operation of the monitoring programme.

Installation and decommissioning notes are given below. Further site notes are given only when

deviations occurred from the normal operation of the monitoring programme.

Installation:

i. Influent: A flow monitor was calibrated and installed. Sampler installed and

programmed to take flow proportional samples over a 24hr period.

ii. Instant flow: 7.732 m3/hr.

iii. Effluent: A flow monitor was calibrated and installed. A Sampler was programmed to

take flow proportional samples over a 24hr period.

iv. Instant flow: 4.361 m3/hr.

v. Raingauge: Calibrated and Installed

Decommission:

i. Re-calibration of the flow meter gave a 0% calibration deviation for the influent flow

meter.

ii. Re-calibration of the raingauge gave a 0% calibration deviation.

iii. All samples and volumes were taken correctly.


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ATTACHMENT D2 DETAILS OF DISCHARGE POINTS

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PT_CD PT_TYPE LA_NAME RWB_TYPE RWB_NAME DESIGNATION EASTING NORTHING VERIFIED

SW1 Primary Sligo County Council River Cliffony River

Bunduff Lough and Machair/Trawalua/Mullaghmore SAC and NHA 170254 353942 N

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Cliffony – WWDL Attachment E.3


ATTACHMENT E3 DETAILS OF MONITORING AND SAMPLING POINTS

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PT_CD PT_TYPE MON_TYPE EASTING NORTHING VERIFIED aSW1u Primary S 170952 353910 N aSW1d Primary S 169846 354485 N

SP1

Influent Sampling Point S 170283 353914 N

SP2

Effluent Sampling Point S 170278 353924 N

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ATTACHMENT E4 SAMPLING DATA

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Monitoring from Sligo County Council in 2008 revealed the following results.

Name StationName LabCode Sample Date BOD (mg/l)

COD (mg/l)

Conductivity @ 20°C

Nitrates (N) mg/l

Nitrites (N) mg/l

Ortho-phosphate mg/l pH SS mg/l TON mg/l

Cliffony Final Effluent 08451129 17/09/2008 213 395 516 NT NT 5.173 8 96 NT Cliffony Final Effluent 08451179 25/09/2008 273 429 839 NT NT 6.158 6.93 85 NT Cliffony Final Effluent 0845232 28/02/2008 185.5 361 708 NT 0.032 4.602 7.31 85 0.01 Cliffony Final Effluent 0845265 11/03/2008 101.3 212 495 NT 0.006 1.696 7.42 63 0 Cliffony Final Effluent 0845408 06/05/2008 140.5 422 781 NT 0.167 4.58 7.2 202 <0.015 Cliffony Final Effluent 0845804 24/07/2008 411 566 943 NT NT NT 7.24 88 NT

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Cliffony – WWDL Attachment F.1


ATTACHMENT F1 IMPACT ON RECEIVING WATERS

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ATTACHMENT No: F. 1 ASSESSMENT OF IMPACT ON RECEIVING WATER

o Give summary details and an assessment of the impacts of any existing or proposed emissions on the environment, including environmental media other than those into which the emissions are to be made.

Emissions from the package treatment plant are to the Cliffony River

which flows into the sea at Trawalua Strand. About 50m downstream of

the Discharge lies the boundary of the Bunduff Lough and

Machair/Trawalua/Mullaghmore SAC and NHA. The NPWS have been

asked to comment on the likely effect of the discharge on the SAC

(detailed in section F of this application). There are no records of EPA

monitoring carried out on the stream on the EPA River Water Quality

website. Therefore it was not possible to carry out a Waste Assimilative

Capacity (WAC) Calculation or fully assess the effect of the emissions on

the environment.

o Tables F.1(i)(a) & (b) should be completed for the primary discharge

point. Surface water monitoring locations upstream and downstream of the discharge point shall be screened for those substances listed in Tables F.1(i)(a) & (b). Monitoring of surface water shall be carried out at not less than two points, one upstream from the discharge location and one downstream.

These tables are completed in the web based section of the Application.

o For discharges from secondary discharge points Tables F.1(ii)(a) & (b)

should be completed. Furthermore, provide summary details and an assessment of the impacts of any existing or proposed emissions on the surface water or ground (aquifers, soils, sub-soils and rock environment), including any impact on environmental media other than those into which the emissions are to be made.

Not Applicable.

o Provide details of the extent and type of ground emissions at the works. For larger discharges to groundwaters, e.g., from Integrated Constructed Wetlands, large scale percolation areas, etc., a comprehensive report must be completed which should include, inter alia, topography, meteorological data, water quality, geology, hydrology, and hydrogeology. The latter must in particular present the aquifer classification and vulnerability. The

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Geological Survey of Ireland Groundwater Protection Scheme Dept of the Environment and Local Government, Geological Survey of Ireland, EPA (1999) methodology should be used for any such classification. This report should also identify all surface water bodies and water wells that may be at risk as a result of the ground discharge.

Not Applicable.

o Describe the existing environment in terms of water quality with particular reference to environmental quality standards or other legislative standards. Submit a copy of the most recent water quality management plan or catchment management plan in place for the receiving water body. Give details of any designation under any Council Directive or Regulations that apply in relation to the receiving water.

A draft River Basin Management Plan for the Western Region was

published in December 2008. This plan can be accessed on the Western

River Basin District website. Emissions from the package treatment plant

are to the Cliffony River which flows into the sea at Trawalua Strand.

About 50m downstream of the Discharge lies the boundary of the

Bunduff Lough and Machair/Trawalua/Mullaghmore SAC and NHA. The

NPWS have been asked to comment on the likely effect of the discharge

on the SAC (detailed in section F of this application).

o Provide a statement as to whether or not emissions of main polluting substances (as defined in the Dangerous Substances Regulations S.I. No. 12 of 2001) to water are likely to impair the environment.

Monitoring for dangerous substances in the final effluent was carried out on two occasions. The maximum of both results is tabulated overleaf. An average of both results was taken for the calculations. Concentrations of Table 1 parameters, pesticides and solvents, in the effluent are lower than the prescribed maxima for all parameters. Concentrations of Table 2 parameters, metals and other substances, in the effluent are lower than the prescribed maxima for all parameters except for copper and zinc. The average measured effluent concentration of Copper is 44ug/l. This compares with a prescribed maximum for fresh waters of 30ug/l. The average measured effluent concentration of Zinc is 100.5ug/l. This is only slightly higher than the prescribed maximum of 100ug/l. Dilution of the effluent on entering the Cliffony River will ensure the concentration of copper and zinc remain below the prescribed maxima. Concentrations of Table 1 and 2 parameters in the receiving water at DWF are lower than the prescribed maxima for all parameters.

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Data Source

Normal day flow from WWTW 201 m³/d NOD Calcs

Dangerous Substances Regulations Value NB for FRESH WATERS

Measured Effluent

Concentration Comment

Calculated Effluent

Load

Calculated Effluent

Load

Parameter ug/l ug/l mg/d kg/d

Copper 30 44 POTENTIAL HIGH 8865.45 0.009

Arsenic 25 <1

Chromium 30 5.5 OK 1108.181 0.001

Cyanide 10 <50

Flouride 500 323.5 OK 65181.206 0.065

Lead 10 4 OK 805.95 0.001

Nickel 50 6 OK 1208.925 0.001

Zinc 100 100.5 POTENTIAL HIGH 20249.494 0.020

o In circumstances where water abstraction points exist downstream of any discharge describe measures to be undertaken to ensure that discharges from the waste water works will not have a significant effect on faecal coliform, salmonella and protozoan pathogen numbers, e.g., Cryptosporidium and Giardia, in the receiving water environment.

Not Applicable

o Indicate whether or not emissions from the agglomeration or any plant, methods, processes, operating procedures or other factors which affect such emissions are likely to have a significant effect on – (a) a site (until the adoption, in respect of the site, of a decision by the

European Commission under Article 21 of Council Directive

Calculation Sheet

Project Number: 20391 Rev Date By

Calc Ref: SH09012009 1.0 10/06/09 D.O’Gorman

Sheet: 1 of 1

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92/43/EEC for the purposes of the third paragraph of Article 4(2) of that Directive) —

(i) notified for the purposes of Regulation 4 of the Natural

Habitats Regulations, subject to any amendments made to it by virtue of Regulation 5 of those Regulations,

(ii) details of which have been transmitted to the Commission in

accordance with Regulation 5(4) of the Natural Habitats Regulations, or

(iii) added by virtue of Regulation 6 of the Natural Habitats

Regulations to the list transmitted to the Commission in accordance with Regulation 5(4) of those Regulations,

(b) a site adopted by the European Commission as a site of Community

importance for the purposes of Article 4(2) of Council Directive 92/43/EEC1 in accordance with the procedures laid down in Article 21 of that Directive,

(c) a special area of conservation within the meaning of the Natural

Habitats Regulations, or (d) an area classified pursuant to Article 4(1) or 4(2) of Council

Directive 79/409/EEC2;

1Council Directive 92/43/EEC of 21 May 1992 on the conservation of natural habitats and of wild fauna and flora (OJ No. L 206, 22.07.1992)

2Council Directive 79/409/EEC of 2 April 1979 on the conservation of wild

birds (OJ No. L 103, 25.4.1979) Emissions from the tank are to the Cliffony stream which flows into the

sea at Trawalua Strand. About 50m downstream of the Discharge lies the

boundary of the Bunduff Lough and Machair/Trawalua/Mullaghmore SAC

and NHA. The NPWS have been asked to comment on the likely effect of

the discharge on the SAC (detailed in section F of this application).

o Describe, where appropriate, measures for minimising pollution over long distances or in the territory of other states.

Not Applicable

o This section should also contain full details of any modelling of discharges from the agglomeration. Full details of the assessment and any other relevant information on the receiving environment should be submitted as Attachment F.1.

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Modelling of the discharges from the agglomeration has not been carried out.

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10 March 2009 Our Ref: 20438/cor/sh100309 National Parks and Wildlife Service 7 Ely Place Dublin 2 RE: EPA WASTE WATER DISCHARGE LICENCE

NPWS Assessment Recommendation

Dear Sir/Madam, We are preparing Wastewater Discharge Licences Applications for six wastewater treatment plants in County Sligo;

Agglomeration Name

Receiving Waters

Designation E.I.S.

Cliffoney (Approximate PE 500-1000)

Cliffoney Stream

Discharge to Cliffoney stream. Approximately 50m downstream of discharge point the Cliffoney Stream flows into the Bunduff Lough And Machair / Trawalua / Mullaghmore SAC & pNHA.

No

Carney

(Approximate PE 500-1000)

Carney River Discharge to Carney River. The discharge point is contained within the Drumcliff Bay SPA. Approximately 1km downstream of the discharge point the Carney River flows into the Drumcliff Bay / Cummeen Strand SAC & pNHA.

No

Grange

(Approximate PE 500-1000))

River Grange Discharge to River Grange. Approximately 1km downstream of the discharge point the River Grange flows into the Streedagh Point Dunes SAC & pNHA.

No

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- 2 -

Riverstown


Arrow or Unshin River

Discharge to the Arrow or Unshin River. The discharge point is contained within the Unshin River SAC.

No

Dromore West


Dunehill River

Discharge to the Dunehill River. The discharge point is contained within the Dunehill River pNHA.

No

Easkey


Sea No designation No

All of the above waste water treatment plants are existing and fully operational. The licence applications will include information on waste assimilative capacity, storm overflows, design population equivalents, flows and treatment standards etc. The licence applications will be submitted by the 22/06/09. The EPA guidelines for the waste water discharge licence application state that; Information on the receiving waters should be given with details of; Discharges, either from the waste water works or in proximity to the waste water

works, likely to have a significant effect on a European site. If deemed likely to have a significant effect an appropriate assessment of the implications for the site in view of the sites conservation objectives must be carried out. The determination of the likely effect on a European site shall be carried out in consultation with the National Parks and Wildlife Service. Evidence of this consultation process shall be provided as part of the application documentation.

Any specific correspondence from the National Parks and Wildlife Service in relation

to the European site, i.e., correspondence in relation to the extent of the designated area, the rationale for such a designation and details of the flora and fauna protected.

Where no EIS has been prepared for a wastewater works it is necessary for

Water Services Authorities to liaise with NPWS to determine whether an appropriate assessment is required for the site.

As part of the WWDL Application Process, we would like to enter into consultation with you as to whether the discharges are deemed likely to have a significant effect on a European Site and the requirement for Appropriate Assessment for each of the schemes. As the applications are due to the EPA on the 22/06/09 we would request an urgent response to this letter. On previous applications which Nicholas O’Dwyer have prepared on behalf of local authorities, the EPA have requested a definitive statement as to whether an appropriate assessment is required.

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- 3 - We are available to meet with you to discuss each of the schemes and provide additionalinformation as required. Please feel free to contact the undersigned at Nicholas O'Dwyer LTD, to discuss further. Yours faithfully, __________________________ Sinead Hanrahan for NICHOLAS O'DWYER LTD.

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SITE SYNOPSIS SITE NAME: BUNDUFF LOUGH AND MACHAIR/TRAWALUA/ MULLAGHMORE SITE CODE: 000625 This site is situated on the south side of Donegal Bay, 5 km south-west of Bundoran. The part of the site west of Mullaghmore Head is very exposed to the prevailing wind and swells from the Atlantic, whereas the Head itself affords moderate shelter to the eastern part of the site. The underlying geology is of sedimentary rocks including limestone, shale and sandstone. Windblown sand is common in places, covering much of the underlying rocks and shingle. The site is a candidate SAC selected for fixed dune, machair and orchid-rich grassland, all priority habitats on Annex I of the E.U. Habitats Directive. The site is also selected as a candidate SAC for other habitats listed on Annex I of the directive – alkaline fen, reefs, Marram dunes, large shallow inlets and bays and tidal mudflats. In addition, the site is also selected as a candidate SAC for the liverwort, Petalwort, a plant listed on Annex II of the E.U. Habitats Directive. Machair, is common throughout the site. It occurs mostly in the flat areas between the dune ridges and the areas of alkaline fen/marsh vegetation. Although areas with typical dry machair grassland can be found close to dunes ridges, much of the habitat is wetter than is usually seen and there are large areas that are considered to be transitional to alkaline fen, another Annex I habitat. Typical 'dry' machair grassland species present include Red Fescue (Festuca rubra), Wild Thyme (Thymus praecox), Daisy (Bellis perennis), Ribwort Plantain (Plantago lanceolata), Common Bird’sfoot- trefoil (Lotus corniculatus) and Lady’s Bedstraw (Galium verum). The plant species indicative of fen conditions include Bog Pimpernel (Anagallis tenella), Flea Sedge (Carex pulicaris), Common Sedge (Carex nigra), Marsh Pennywort (Hydrocotyle vulgaris), Knotted Pearlwort (Sagina nodosa), Common Twayblade (Listera ovata), Ragged Robin (Lychnis flos-cuculi) and Lesser Spearwort (Ranunculus flammula). The fen vegetation is best developed to the south-west of the Bunduff Lough. In addition to the species already mentioned, notable fen species which occur include Grass-of-parnassis (Parnassia palustris), Common Spotted Orchid (Dactylorhiza fuchsii) and the spectacular Marsh Helleborine (Epipactis palustris). Moss cover is well developed, frequently attaining 90% cover. Typical species include Campylium stellatum, Drepanocladus revolvens, Ctenidium molluscum, Calliergon cuspidatum and Philonotis fontana, most of which indicate the presence of wet, base-rich conditions. These areas of wet machair/alkaline fen are very species-rich, often containing 40-50 plant species in an area of 4m2. The Annex II liverwort species Petalophyllum ralfsii has been recently recorded from areas of machair within the site. Fixed dunes habitat is well represented at the site. Areas of fixed dunes with a high cover of herbs and mosses are found on the dune systems at both Bunduff strand and Trawalua. The habitat typically occurs as a prominent zone on gently sloping ground between the more exposed and species-poor white dune vegetation and the flat areas of dune grassland that comprise the machair plains. The vegetation is typically dominated by Marram (Ammophila

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arenaria) and Red Fescue (Festuca rubra) and these species are generally accompanied by species such as Lady’s Bedstraw (Galium verum), Yorkshire Fog (Holcus lanatus), Ribwort Plantain (Plantago lanceolata), Eyebright (Euphrasia officinalis agg), Wild Thyme (Thymus praecox), clovers (Trifolium spp.) and the mosses Rhytidiadelphus squarrosus, Homalothecium lutescens, Brachythecium albicans and Callergon cuspidatum. In addition, the distinctive lichen, Peltigera canina agg., is quite frequent. Other noteworthy components of the vegetation are Pyramidal Orchid (Anacamptis pyramidalis) and, occasionally, Bee Orchid (Ophrys apifera). At Bunduff, well back from the high dune areas, there are also extensive areas of fixed dune grassland without Marram occurring on unusual, low sandy mounds. These distinctive areas are dominated by mosses and with a high cover of Wild Thyme, Glaucous Sedge (Carex flacca) and Hairy Rockcress (Arabis hirsuta). The rare, parasitic plant, Dodder (Cuscuta epithymum), grows in, and in close association with, this moss-rich habitat. Bunduff Lough is a shallow, sandy-bottomed lake situated at the back of the dunes and machair. The marginal vegetation of the lake is well-developed and dominated by Sea Club-rush (Scirpus maritimus), Common Reed (Phragmites australis), Bulrush (Typha latifolia) and Water Horsetail (Equisetum fluviatile). Where the substrate is stony and unable to support the reedswamp community, the margins of the lough are dominated by Amphibious Bistort (Polygonum amphibium). At the north-eastern end of the lough, where conditions are drier, a typical wet grassland occurs. Here, Rough Meadow-grass (Poa trivialis), Yorkshire Fog (Holcus lanatus), Soft Rush (Juncus effusus) and Marsh Cinquefoil (Potentilla palustris) are dominant. Trawalua Strand, a fine sandy beach, is backed by high Marram (Ammophila arenaria) dunes and flat machair areas, similar to those drier areas of Bunduff. These two dune areas are separated by Mullaghmore Point and Classiebawn Woods. Classiebawn Wood is a plantation woodland of Maritime Pine (Pinus pinaster) with a very interesting ground flora, including plants such as Marsh Helleborine, Broadleaved Helleborine (Epipactis helleborine), Common Twayblade (Listera ovata) and Fragrant Orchid (Gymnadenia conopsea). This area is rich in invertebrates especially butterflies, moths and hoverflies; the Hairy Dragonfly (Brachytron pratense) has been recorded here. The marine area included in the site displays a well developed zonation of benthic communities and high species richness in the littoral sediments. The low shore is dominated by the burrowing urchin Echionocardium cordatum with razor shell species (Ensis siliqua and E. ensis) abundant. The exposed rocky shore is of interest from both ecological and geological viewpoints. Marine invertebrates present include the Purple Sea-urchin (Paracentrotus lividus). Shag, Fulmar, Raven and Chough are all reported from the cliffs here. The Green Hairstreak butterfly (Callophyrs rubi) has also been recorded from the cliff tops. Heath, dominated by Crowberry (Empetrum nigrum), occurs near Skerrydoo. Bunduff Lough is locally important for waterfowl. In winter, Whooper Swan (57),Teal (64) and Mallard (61) are regular, along with Golden Plover (150) at certain times (figures are average maxima for winters 1994/95 to 1995/96). Resident species include Coot, Water Rail, Mute Swan and Little Grebe. Both Whooper Swan and Golden Plover are listed on Annex I of the EU Birds

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Directive. The site also provides habitat for breeding waders, notably Lapwing (16 pairs in 1996) and Snipe (5 pairs in 1996). The machair and dunes within this site are grazed by sheep and cattle. Amenity use close to Mullaghmore village is high, with fishing and shooting also occurring nearby. Bunduff Strand is a busy recreational beach and water sports are popular here. A sewage discharge at Thumb Rock may be having a deleterious effect on water quality and sediment communities. This extensive coastal site contains a good range of habitats including several listed on Annex I of the E.U. Habitats Directive. The machair found on the site is of particular importance because it is intact and has not been sub-divided by fences. 16.1.2003

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Cliffony – WWDL Attachment G.1


ATTACHMENT G1

COMPLIANCE WITH COUNCIL DIRECTIVES

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ATTACHMENT No: G. 1 COMPLICANCE WITH COUNCIL DIRECTIVES Dangerous Substances Directive 2006/11/EC This Directive concerns pollution caused by certain dangerous substances discharged into the aquatic environment of the EU. Monitoring for dangerous substances in the final effluent was carried out on two occasions. The maximum of both results is tabulated as shown in Section F.1. An average of both results was taken for the calculations. Concentrations of Table 1 parameters, pesticides and solvents, in the effluent are lower than the prescribed maxima for all parameters. Concentrations of Table 2 parameters, metals and other substances, in the effluent are lower than the prescribed maxima for all parameters except for copper and zinc. The average measured effluent concentration of Copper is 44ug/l. This compares with a prescribed maximum for fresh waters of 30ug/l. The average measured effluent concentration of Zinc is 100.5ug/l. This is only slightly higher than the prescribed maximum of 100ug/l. Dilution of the effluent on entering the Cliffony River will ensure the concentration of copper and zinc remain below the prescribed maxima. Concentrations of Table 1 and 2 parameters in the receiving water at DWF are lower than the prescribed maxima for all parameters. The Water Framework Directive 2000/60/EC The WFD sets a framework for comprehensive management of water resources in the European Union, within a common approach and with common objectives, principles and basic measures. It addresses inland surface waters, estuarine and coastal waters and groundwater. The fundamental objective of the Water Framework Directive aims at maintaining “high status” of waters where it exists, preventing any deterioration in the existing status of waters and achieving at least “good status” in relation to all waters by 2015. Member States will have to ensure that a co-ordinated approach is adopted for the achievement of the objectives of the WFD and for the implementation of programmes of measures for this purpose. A draft River Basin Management Plan for the Western Region was

published in December 2008. This plan can be accessed on the Western

River Basin District website. Emissions from the package treatment plant

are to the Cliffony River which flows into the sea at Trawalua Strand.

About 50m downstream of the Discharge lies the boundary of the

Bunduff Lough and Machair/Trawalua/Mullaghmore SAC and NHA. The

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NPWS have been asked to comment on the likely effect of the discharge

on the SAC (detailed in section F of this application).

The Birds Directive 79/409/EEC This Directive and amending acts, aim at providing long term protection and conservation of all bird species naturally living in the wild within the European territory of the Member States. These member states must conserve, maintain or restore the biotopes and habitats of birds by creating protection zones such as SPAs. There are no SPAs within the catchment area of the Cliffony stream. The Groundwater Directives 80/68/EEC & 2006/118/EC Not Applicable. The Drinking Water Directives 80/778/EEC Not Applicable. The Urban Waste Water Treatment Directive 91/271/EEC This Directive requires that “appropriate treatment” is given to discharges from

an agglomeration with a pe of less that 2,000 discharging to freshwater.

The upgrade works anticipated in Cliffony will ensure compliance with this

Directive.

The Habitats Directive 92/43/EEC

The main aim of the EC Habitats Directive is to promote the maintenance of

biodiversity by requiring Member States to take measures to maintain or restore

natural habitats and wild species at a favorable conservation status, introducing

robust protection for those habitats and species of European importance.

Protection zones for annexed species such as SACs were designated as part of

this Directive.

Emissions from the package treatment plant are to the Cliffony River which flows

into the sea at Trawalua Strand. About 50m downstream of the discharge lies the

boundary of the Bunduff Lough and Machair/Trawalua/Mullaghmore SAC and NHA.

The proposed upgrade works planned for Cliffony will serve to enhance compliance

with this directive.

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The Environmental Liabilities Directive 2004/35/EC

Regard to the EPA Guidance on Environmental Liability Risk Assessment,

Residuals Management Plans and Financial Provision was made during completion

of this application.

The proposed upgrade works planned for Cliffony will serve to enhance compliance

with this directive.

The Bathing Water Directive 76/160/EEC

Not Applicable.

Shellfish Waters Directive (79/923/EEC)

Not Applicable.

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ATTACHMENT G2 COMPLIANCE WITH WATER QUALITY STANDARDS FOR

PHOSPHORUS REGULATIONS

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ATTACHMENT G2 COMPLIANCE WITH WATER QUALITY STANDARDS FOR PHOSPHORUS REGULATIONS (S.I. No. 258 of 1998)

The anticipated upgrade to the plant will ensure compliance with this directive.

Levels of Orthophosphate in the final effluent were measured by Sligo County

Council during 2008 (Section E.4). The average of the values achieved is

approximately 4.4mg/l. The measured up and downstream levels of

orthophosphate in the Cliffony River are all below 0.02mg/l As no monitoring is

carried out on the Cliffony River further compliance with the Phosphorus

Regulations cannot be fully determined.

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ATTACHMENT G3 IMPACT MITIGATION

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ATTACHMENT No: G. 3 IMPACT MITIGATION As detailed in the Capital Investment Programme included in Attachment B.10,

Cliffony is listed as a Scheme to start in 2008. A Preliminary Report was compiled

by RPS Consulting Engineers in July 2007 which gives further detail on the

proposed scheme. The PR is included as an Appendix to this Application. A new

extended aeration treatment plant is proposed to be built in two phases. Phase I

is to cater for a p.e. of 1,100 and Phase II will bring the capacity of the plant to a

p.e. of 1,750.

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DOCUMENT CONTROL SHEET

Client Sligo County Council

Project Title Cliffoney Sewerage Schemes

Document Title Preliminary Report

Document No. MGW0085RP0004

DCS TOC Text List of Tables List of Figures No. of

Appendices This Document Comprises

1 1 36 1 1 6

Rev. Status Author(s) Reviewed By Approved By Office of Origin Issue Date

F01 Final CJ/PG PG GC Galway July 2007

Cliffoney Sewerage Scheme

Preliminary Report

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Cliffoney Sewerage Scheme – Preliminary Report RPS Consulting Engineers

MGW0085RP0004 i Rev F01

CONTENTS

1 EXECUTIVE SUMMARY............................................................................................................ 1

1.1 EXECUTIVE SUMMARY....................................................................................................... 1

1.2 RECOMMENDATIONS ........................................................................................................ 1

2 INTRODUCTION........................................................................................................................ 3

2.1 INTRODUCTION................................................................................................................. 3

2.2 BRIEF .............................................................................................................................. 3

3 POPULATION AND DEVELOPMENT....................................................................................... 4

3.1 CURRENT POPULATION ..................................................................................................... 4

3.2 CURRENT ESTIMATED HYDRAULIC LOADING........................................................................ 4

3.3 FUTURE POPULATION ESTIMATES ...................................................................................... 5

3.4 FUTURE LOADING ESTIMATE.............................................................................................. 5

4 RECEIVING WATERS ............................................................................................................... 7

4.1 INTRODUCTION................................................................................................................. 7

4.2 WATER QUALITY ............................................................................................................... 7

4.3 CLIFFONEY RIVER WATER QUALITY .................................................................................... 7

4.4 PHOSPHORUS .................................................................................................................. 8

4.5 OTHER PARAMETERS........................................................................................................ 9

4.5.1 Nitrogen ............................................................................................................ 9

4.5.2 BOD/COD......................................................................................................... 9

4.5.3 Suspended Solids .......................................................................................... 10

4.6 CLIFFONEY RIVER WASTE ASSIMILATIVE CAPACITY............................................................ 10

4.6.1 River Flow Data .............................................................................................. 11

4.6.2 Phosphorus .................................................................................................... 11

4.6.3 BOD................................................................................................................ 12

4.6.4 Suspended Solids .......................................................................................... 13

4.6.5 Nitrogen .......................................................................................................... 13

4.7 DISCHARGE TO MULLAGHMORE ....................................................................................... 13

4.8 CONCLUSION ................................................................................................................. 14

5 COLLECTION SYSTEMS........................................................................................................ 15

5.1 INTRODUCTION............................................................................................................... 15

5.2 EXISTING COMBINED COLLECTION SYSTEM....................................................................... 15

5.3 EXISTING SEPARATE COLLECTION SYSTEMS ..................................................................... 15

5.3.1 Surface Water Collection System................................................................... 15

5.4 ANALYSIS OF THE EXISTING COMBINED SYSTEM................................................................ 16

5.4.1 General Deficiencies in the Existing Sewer System ...................................... 16

5.4.2 Specific Deficiencies in the Existing Sewer System....................................... 16

5.5 ANALYSIS OF EXISTING SEPARATE SURFACE WATER SYSTEM ............................................ 16

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MGW0085RP0004 ii Rev F01

5.5.1 General Deficiencies in the Existing Surface Water Drainage System.......... 16

5.5.2 Specific Deficiencies in the Existing Surface Water Drainage System.......... 17

5.6 PROPOSED FOUL COLLECTION SYSTEM............................................................................ 17

5.6.1 External Influences......................................................................................... 17

5.6.2 Foul Catchments ............................................................................................ 17

5.7 PROPOSED SURFACE WATER MANAGEMENT SYSTEM ........................................................ 18

5.7.1 Surface Water Management .......................................................................... 18

5.7.2 Surface Water Catchments ............................................................................ 18

5.8 SUMMARY OF WORKS ..................................................................................................... 19

5.8.1 Proposed Works for Foul/Combined Network................................................ 19

5.8.2 Proposed Works for Surface Water Collection Network ................................ 20

5.9 DEVELOPMENT & SURFACE WATER MANAGEMENT.......................................................... 20

5.10 RECOMMENDATIONS....................................................................................................... 20

6 WASTEWATER TREATMENT ................................................................................................ 22

6.1 EXISTING WASTEWATER TREATMENT PLANT ..................................................................... 22

6.2 CURRENT PLANT PERFORMANCE ..................................................................................... 22

6.3 PROPOSED WWTP .......................................................................................................... 22

6.3.1 Table 6.2: Proposed Standards for Cliffoney WWTP..................................... 23

6.3.2 Typical Treatment Plant Elements ................................................................. 24

6.3.3 Process........................................................................................................... 24

6.3.4 Parameters ..................................................................................................... 24

6.3.5 Minimum Standards Required........................................................................ 25

6.3.6 Screening ....................................................................................................... 25

6.3.7 Grit Removal................................................................................................... 25

6.3.8 Phosphorous Removal ................................................................................... 25

6.3.9 Nitrification...................................................................................................... 25

6.3.10 Denitrification.................................................................................................. 26

6.3.11 Aeration .......................................................................................................... 26

6.3.12 Sludge Return................................................................................................. 26

6.3.13 Outlet Works................................................................................................... 27

6.3.14 Secondary Clarifiers ....................................................................................... 27

6.3.15 Tertiary Treatment .......................................................................................... 27

6.3.16 Outfall ............................................................................................................. 27

6.3.17 Sludge Treatment ........................................................................................... 27

6.3.18 Plant Building/Control ..................................................................................... 27

6.3.19 Conclusion...................................................................................................... 28

6.4 OTHER INFLUENCES ....................................................................................................... 28

7 COST ESTIMATES .................................................................................................................. 29

7.1 PROJECT DEVELOPMENT ................................................................................................ 29

7.2 NETWORK COSTS ........................................................................................................... 29

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MGW0085RP0004 iii Rev F01

7.3 WASTEWATER TREATMENT PLANT COSTS ........................................................................ 29

7.4 OPERATIONAL COSTS ..................................................................................................... 30

8 STATUTORY AND GENERAL ISSUES.................................................................................. 31

8.1 PLANNING REQUIREMENTS............................................................................................. 31

8.1.1 Environmental Impact Assessment ................................................................ 31

8.1.2 Part 8 Planning Application ............................................................................ 31

8.1.3 Other Planning Issues .................................................................................... 31

8.2 ARCHAEOLOGY .............................................................................................................. 31

8.3 SITE SUPERVISORY STAFF ............................................................................................. 31

8.4 LONG TERM STAFFING ................................................................................................... 31

8.5 IMPLEMENTATION PROGRAMME ...................................................................................... 32

9 DB/DBO APPLICABILITY ....................................................................................................... 34

9.1 INTRODUCTION............................................................................................................... 34

9.2 DESCRIPTION OF THE SCHEME ........................................................................................ 34

9.3 ASSESSMENT ................................................................................................................. 34

9.4 CONCLUSION ................................................................................................................. 36

APPENDICES

APPENDIX A Population & Development

APPENDIX B Receiving Waters

APPENDIX C Network

APPENDIX D Wastewater Treatment Plant

APPENDIX E Cost Estimates

APPENDIX F Water Network and ESB & Eircom Services

LIST OF FIGURES

Figure 3.1: Existing Buildings (An Post Geo Directory) and Scheme Boundary

Figure 3.2: Existing Combined Network and Future Foul Flows

Figure 3.3: Cliffoney Loading Projections

Figure 4.1: Layout Plan of Effluent Rising Main to Mullaghmore

Figure 5.1: Surface Water Catchments, Existing Surface Water Network and Streams

Figure 5.2: Combined Sewers with Problem Areas

Figure 5.3: Surface Water Network with Problem Areas (from CCTV)

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MGW0085RP0004 iv Rev F01

Figure 5.4: Impermeable Area Survey

Figure 5.5: Proposed Foul Network Extensions and Replacements

Figure 5.6: Proposed Surface Water Network Extensions and Replacements

Figure 8.1: Implementation Programme

LIST OF TABLES

Table 1.1: Scheme Costs (incl. VAT)

Table 3.1: Population Change Cliffoney

Table 3.2: Geo-Directory Information for Cliffoney

Table 3.3: Current Hydraulic Loading for Cliffoney

Table 3.4: Design Year (2027) Flows and Loads

Table 4.1: Relationship between biotic index (Q Value) and water quality

Table 4.2: Upstream and Downstream Water Quality Testing of Cliffoney River

Table 4.3: Phosphorus Regulations Target Values for Irish Rivers

Table 4.4: Physico – Chemical Water Quality Requirements

Table 4.5: Capital Costs for Discharge Options

Table 4.6: Discharge Standards for Cliffoney WWTP Final Effluent

Table 5.1: Combined Network Details

Table 5.2: Surface Water Network Details

Table 5.3: Catchment Characteristics

Table 6.1: Monitoring Results for Ballinacarrow WWTP; 2001, 2003 & 2005

Table 7.1: Summary of Network Rehabilitation and Development Costs

Table 7.2: Summary of the Treatment Plant Costs

Table 7.3: Annual WWTP Operation & Maintenance - Estimated Cost (1,750 PE)

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MGW0085RP0004 v Rev F01

REFERENCES

Sligo County Development Plan 2005– 2011

Local Government (Water Pollution) Act, 1977

Environmental Protection Agency Act (1992) Urban Wastewater Treatment Regulations (SI No.419 of 1994)

Quality of Salmonid Waters Regulations of 1998 (SIv No.293 of 1998)

Water Quality Standards for Phosphorus Regulations 1998 (SI No.258 of 1998)

EPA Hydrological Data Report 1997

Water Quality in Ireland 1995-1997 (1999) Environmental Protection Agency

Sludge Management Plan for Co. Sligo

EPA Water Quality in Ireland 1995 – 1997

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Cliffoney Sewerage Scheme - Preliminary Report RPS Consulting Engineers

MGW0085RP0004 1 Rev F01

1 EXECUTIVE SUMMARY

1.1 EXECUTIVE SUMMARY The existing Population Equivalent (PE) of Cliffoney is 365. The ultimate long term development population projection for 2027 is estimated as 1,668 PE.

The existing foul and storm water collection systems in Ballinacarrow are not sustainable. This has been confirmed in the SUS 25 (manhole) and CCTV (sewer condition) surveys.

The Wastewater Treatment Plant at Cliffoney is inadequate for the following reasons:

• Undersized to handle future flows,

• Very low assimilative capacity in receiving water (with respect to phosphorus and BOD) affecting discharge standards.

• Numerous exceedances of BOD and Suspended Solids

• It is at the end of its useful life. A two stage programme for the installation of a new Wastewater Treatment Plant (WWTP) is set out in the report. Assessment of the receiving waters (Cliffoney River) indicates that the discharge standards should be:

10 Year 20 Year

BOD 8 mg/l 5 mg/l SS 30 mg/l 19 mg/l Total N 15 mg/l 15 mg/l Total P 1.58 mg/l 0.99 mg/l

Both the foul and storm water collection systems have been designed to upgrade and replace elements of the existing systems and to include for current and future loadings up to the year 2027.

The foul sewerage network will discharge to the existing Waste Water Treatment Plant (WWTP) and will be designed to carry a hydraulic load of 6 DWF.

The storm water sewer network will discharge through hydrocarbon interceptors to the Cliffoney River at various outfall points along the river. It will be designed using best practice in line with Sustainable (Urban) Drainage Systems (SuDS) principles.

The new WWTP will initially cater for a PE of 1,100 and will allow for future expansion to accommodate an ultimate loading of 1,750 PE.

1.2 RECOMMENDATIONS

The various options for the scheme have been examined and it has been determined that the collection system should be procured as a traditional contract with the WWTP being bundled with Ballinacarrow treatment plant and procured as a DBO contract.

The overall cost of the project is given in Table 1.1.

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MGW0085RP0004 2 Rev F01

Table 1.1: Scheme Costs (incl. VAT)

(End of 2008) €

Network

Contract Costs 816,279

Planning & Supervision 211,508

Allowance for Inflation 105,348 Total 1,133,135

Wastewater Treatment Plant Stage 1

(End of 2008)

Stage 2

(2015)

Construction Costs 1,869,931 887,488

Planning & Supervision 275,638 160,386

Allowance for Inflation 219,921 500,313 Total 2,365,490 1,548,186

*Costs include all planning, preliminaries, design, construction and associated costs.

Thus the overall capital cost of the scheme is projected to be €5,046,811 covering the projected 20 year development window.

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MGW0085RP0004 3 Rev F01

2 INTRODUCTION

2.1 INTRODUCTION

This Preliminary Report is a review of the foul and surface water drainage infrastructure serving the village of Cliffoney.

2.2 BRIEF

Sligo County Council appointed RPS Consulting Engineers to prepare a Preliminary Report for the Cliffoney Sewerage Scheme in January, 2007. The brief for the project required completion of the following work:

a) Carry out an assessment of the design year population equivalent (PE) taking into account the existing PE as appropriate and the accommodation of future demands based on growth and development trends for a 20–year period.

b) Assess the assimilative capacities of the proposed receiving waters and determine the quality

and volume of discharge which the receiving water at each location is capable of accepting. Undertake upstream and downstream water quality analysis as appropriate to provide background water quality data for finalisation of performance standards.

c) Organise flow and network (CCTV) surveys as appropriate in order to establish if a cost

effective programme of sewer replacement, lining/sealing of or surface water diversion from the existing foul collection system is justified as well as provide comprehensive information for storm water treatment requirements.

d) Investigate the feasibility of the provision of a comprehensive surface water drainage scheme

at each location, taking into account existing flows and projected flows from future developments within the catchment for the 20-year span under consideration. The examination of any existing surface water system shall identify any inadequacies in these systems and provide recommendations for the alleviation of any problems identified. This shall include accommodation of additional surface water diverted from any existing foul sewer system.

e) Critically examine existing and new sites as appropriate at each location and recommend the

most suitable site for the sewage scheme needs whilst ensuring that sufficient land is available for all treatment options.

f) Determine if an EIS study is required at any of the proposed locations and subsequently

carryout all aspects of the EIS if instructed to do so in writing by the Contracting Authority. g) General Duties

• Dedicate a senior member of staff as Project Manager for the Project.

• Prepare a programme for the preparation and completion of the Preliminary Reports.

• Perform the duties of Project Supervisor Design Process (PSDP) as set out in the ‘Safety, Health and Welfare at Work (Construction) Regulations, 2006.

• Prepare Tender Documents and arrange for the procurement and supervision of specialist contractors (archaeological, ecological, site investigations, etc.)

• Prepare a Water Services Pricing Policy Report (if required).

• Prepare a Public Private Partnership Assessment Report for the project.

• Prepare detailed cost estimates for the scheme.

• Attend Project Steering Group meetings and consultation meetings with stakeholders as required.

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MGW0085RP0004 4 Rev F01

3 POPULATION AND DEVELOPMENT

3.1 CURRENT POPULATION

Cliffoney is located within the District Electoral Division (DED) of Cliffony North. Census information for Cliffony North is provided in Table 3.1.

Table 3.1: Population Change Cliffoney

Year Population

1981 223

1986 283

1991 292

1996 305

2002 327

As can be seen from Table 3.1 the population of Cliffoney has increased by 46.6% from 1981 to 2002.

The most recent available information on occupancy rates in Sligo is contained in the Census of 2006 compiled by the Central Statistics Office Ireland. The average number of persons per household in County Sligo was 2.7. This figure is used to determine the current and future population of Cliffoney.

An accurate assessment of the current population of Cliffoney can be made by combining the above occupancy rate with An Post Geo-Directory information (provided by Sligo County Council in February 2007). This information is shown graphically in Figure 3.1 and is summarised in Table 3.2.

Table 3.2: Geo-Directory Information for Cliffoney

Category No. of Buildings

Residential 128

Commercial 7

Residential & Commercial

7

TOTAL 142

Total residential population = (128 + 7) x 2.7 = 365 persons.

This is higher than the population estimated by the Sligo County Water Services section house count produced in 2006 which estimates the current population at 302 persons.

3.2 CURRENT ESTIMATED HYDRAULIC LOADING

The current treatment plant hydraulic loading is estimated as 91.8 m3/day as detailed in Table 3.3.

Table 3.3: Current Hydraulic Loading for Cliffoney

Category Total Hydraulic Load (m

3/day)

PE*

Residential 82.125 365

Commercial/Others 9.675 43 TOTAL 91.8 408

* 1 PE has been approximated as 225 litres hydraulic load, with a BOD of 267 mg/l

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MGW0085RP0004 5 Rev F01

3.3 FUTURE POPULATION ESTIMATES

A local area plan has not yet been prepared for Cliffoney. An attempt has been made to determine a scheme boundary for the village in order to project future populations and loadings for the village. Figure 3.1 shows the proposed scheme boundary (Fig 3.2) and the extent of potential development land that will be used in this report. This does not reflect how lands may be zoned in the future. The total area of land within this development boundary is approximately 75 hectares with 49 hectares identified as potential greenfield development sites. If this area was fully developed, allowing for 10% open space and using medium housing density of 10 dwellings per acre and a household occupation ratio of 2.7, a potential population increase of 2,942 results which is obviously unrealistic.

There are a number of developments at construction stage and planning applications granted which will result in a further 143 houses being constructed in the short term (information gathered from planning permission data). Using a household occupation ratio of 2.7 (Census 2006 results for Sligo), this will result in a population increase of 386 and hence a residential population of 751 is anticipated by the end of 2008.

Due to its proximity to Sligo and Sligo’s designation as a Gateway an increased annual average population increase of 4% is assumed, from 2008 (after the initial increase due to housing under construction or in planning) until 2027 resulting in a domestic design population of 1582 persons.

3.4 FUTURE LOADING ESTIMATE

The future estimated (20 year design) wastewater loading for Cliffoney includes: residential, and commercial/other loadings. It is unlikely that there will be any future industrial loadings.

Residential loading is estimated by applying a daily usage figure per person (225 l, with a BOD of 267 mg/l equating to 60g BOD per PE) to the design population estimated in Section 3.3. This results in a loading of 355.95 m

3/day. As stated earlier, the number of houses in the construction and planning

stages will lead to significant short term growth.

In the Commercial/Others category it has been assumed that effluent will have a similar pollution load as that of domestic effluent. The largest increase in demand is likely to occur in the schools, with student numbers increasing along with population. Primary school student numbers will increase from 89 to 180. Commercial activity will also increase significantly, resulting in a design loading of approximately 19.35 m

3/day.

Table 3.4: Design Year (2027) Flows and Loads

Category Design Hydraulic

Loading (m

3/day)

PE*

Residential 355.95 1582

Commercial/Others 19.35 86

Total 375.3 1668

* 1 PE has been approximated as 225 litres hydraulic load, with a BOD of 267 mg/l

Based on the above and to allow for additional growth due to the village’s proximity to Sligo a population equivalent of 1,750 will be used for the long term (20 year) design flow.

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MGW0085RP0004 6 Rev F01

Figure 3.3: Cliffoney Population Projections

Cliffoney - Population Projections

0

200

400

600

800

1000

1200

1400

1600

1800

2007

2009

2011

2013

2015

2017

2019

2021

2023

2025

2027

Time

PE

Residential Commercial/Others Total Popn

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MGW0085RP0004 7 Rev F01

4 RECEIVING WATERS

4.1 INTRODUCTION

The Cliffoney River runs through Cliffoney and is the receiving water for discharges from the treatment plant. The Cliffoney River feeds into Donegal Bay, approximately 2.5km southwest of the existing WWTP. In determining the discharge standards we have considered the Urban Wastewater Treatment Regulations (SI No 254 of 2001) and the Phosphorus Regulations (SI No. 258 of 1998), both of which are mandatory. Guidance has also been taken from the Salmonid Water Regulations.

We have reviewed these regulations and assessed the Waste Assimilative Capacity for the Cliffoney River. We have determined discharge standards which should be applied to each phase of an expanded treatment plant in Cliffoney.

4.2 WATER QUALITY

Water Quality can be determined from physico-chemical and biological based methods.

The physico-chemical parameters routinely measured by the Local Authority include pH, conductivity, temperature, dissolved oxygen (DO), biological oxygen demand (BOD), total ammonia, orthophosphate, nitrogen and chloride. These parameters are a measure of pollution by organic biodegradable wastes. Each parameter reflects the overall condition of the river and can vary independently or along with others.

A similar index for biological analysis has also been developed. The Biotic Index (BI) is the most commonly used index in Ireland. The BI measures the amount of diversity of species of macro-invertebrates inhabiting a section of river which can then be related to the degree of pollution in the section of river. The result is a Q value, assigned to that particular section of river. The intermediate indices Q1-2, 2-3, 3-4 and 4-5 are used to denote transitional conditions. The scheme mainly reflects the effects of biodegradable organic wastes (i.e. deoxygenation and eutrophication) but where a toxic effect is apparent or suspected the suffix '0' is added to the biotic index (e.g. Q 1/0, 2/0 or 3/0). The classification scheme is summarised below:

Table 4.1: Relationship between biotic index (Q Value) and water quality

Biotic Index Quality Status Quality Class

Q5, 4-5, 4 Unpolluted Class A

Q3-4 Slightly polluted Class B

Q3, 2-3 Moderately Polluted Class C

Q2, 1-2, 1 Seriously Polluted Class D

Source: Water Quality in Ireland 1995-1997” (1999) Environmental Protection Agency (EPA)

4.3 CLIFFONEY RIVER WATER QUALITY

Currently no water quality monitoring station exists on the Cliffoney River. The current water quality status (Q-rating) for this River is unknown. However, sampling of the River upstream and downstream of the current WWTP discharge point was carried out in April 2007. This sampling was carried out in order to examine any impact of the existing WWTP discharge on the receiving waters and also to establish its waste assimilative capacity. Table 4.2 below shows the results of this sampling.

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MGW0085RP0004 8 Rev F01

This limited assessment indicates that the existing wastewater treatment plant discharge has an impact on the receiving waters in almost all measured parameters.

Table 4.2: Upstream and Downstream Water Quality Testing of Cliffoney River

02/04/2007 05/04/2007 11/04/2007 Parameter

Upstream Downstream Upstream Downstream Upstream Downstream

BOD (mg/l) <2 <2 <2 23 <2 4

COD (mg/l) 39 50 37 92 19 61

SS (mg/l) <2 10 <2 56 <2 10

Total Nitrogen

(mg/l) 3.867 4.194 5.13 12.64 2.693 3.833

Ammonia

(mg/l NH3-N) 0.0802 0.0.859 0.0721 5.32 0.0424 1.08

Total Phosphorus (mg/l P) 0.04 0.23 0.03 1.07 0.1 0.21

Ortho-Phosphate (mg/l P) <0.002 0.0048 0.02 0.09 0.004 0.06

4.4 PHOSPHORUS

Phosphorus is recognised as being one of the primary contributors to eutrophication in fresh waters and hence its treatment and removal is essential.

In 1997, the Government published a strategy document Managing Ireland’s Rivers and Lakes – A Catchment Based Strategy Against Eutrophication (DoE, 1997) which set out Ireland’s pollution reduction programme in respect of phosphorus. Interim quality standards were identified, which are to be achieved generally over a ten-year time frame (i.e. 2007). In order to give effect to these quality standards the Local Government (Water Pollution) Act, 1977 (Water Quality Standards for Phosphorus) Regulations, 1998, were introduced. The Regulations require that water quality be maintained or improved by reference to the biological quality rating assigned by the Environmental Protection Agency in the 1995-97 review period or at the first occasion thereafter (Article 2 of the Regulations). Target values for phosphorus under the Regulations are set out in Table 4.3. The measured orthophosphate level immediately downstream of the WWTP effluent discharge point in Cliffoney River ranges from 4.8 to 90 µgP/l.

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MGW0085RP0004 9 Rev F01

Table 4.3: Phosphorus Regulations Target Values for Irish Rivers

If Either The existing Q-value

1 falls into the

category below: The minimum Q Value to be achieved is:

The median molybdate-reactive phosphate concentration

2 (µgP/l) to

be achieved is:

Unpolluted 5

4-5 4

5

4-5 4

15 20 30

Polluted 3-4 3

2-3 < 2

4

3-4 3 3

30 50 70 70

1 - Biological Quality Rating (Q-value) as assessed by EPA staff during National River Monitoring Programmes. 2 - Molybdate-Reactive Phosphate (MRP) median concentration to be determined as a minimum of 10 samples taken at intervals of four weeks or longer in any twelve consecutive month period. Where the requisite number of samples has not been taken within such a period, the median concentration shall be determined from sampling conducted over such period, being a period not exceeding 24 months, as required to obtain a minimum of 15 samples taken at intervals of four weeks or longer.

4.5 OTHER PARAMETERS

In addition to the target phosphorus levels that must be achieved by 2007, water quality must not deteriorate as a result of other important parameters such as suspended solids, nitrate or ammonia.

Although the Cliffoney River is not designated under the Quality of Salmonid Water Regulations (SI No.293 of 1998) the standards set out in these Regulations for nutrients are a benchmark to determine acceptable concentrations of nutrients in the receiving waters.

Table 4.4 summarises the physico-chemical water quality requirements for the Cliffoney River.

4.5.1 Nitrogen

The Urban Wastewater Treatment Regulations, 2001 require a 70% nitrogen reduction for discharges to sensitive areas.

The required nitrite concentration in the Salmonid Waters Regulation is for a 95 percentile concentration below 0.05mg/l. Nitrate concentrations are not specified in the legislation, however, due to its potential health effects the accepted safe level for nitrate concentration is 10mg/l. The EPA guideline for nitrate concentrations is 5mg/l at 50 percentile.

A guideline 95 percentile value of 0.04mg/l for ammonia is contained in the EU directive for Salmonid Waters.

4.5.2 BOD/COD

The BOD concentration of a WWTP effluent as set out in the Urban Wastewater Treatment Regulations (SI No 254 of 2001) is required to be less than 25 mg/l. The maximum level of BOD acceptable in a designated receiving water under the EC (Quality of Salmonid Waters) Regulations 1998 is 5 mg/l. However, in order to achieve a Q-rating in the order of Q4-5 or Q5 it would be necessary to maintain a BOD level of less than 3mg/l in the receiving water.

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MGW0085RP0004 10 Rev F01

The COD concentration of a WWTP effluent as set out in the Urban Wastewater Treatment Regulations (SI No 254 of 2001) is required to be less than 125 mg/l. COD is not a listed parameter under the EC (Quality of Salmonid Waters) Regulations 1998.

4.5.3 Suspended Solids

The suspended solids concentration of a WWTP effluent, as required in the Urban Wastewater Treatment Regulations 2001, must be below 35 mg/l. The EC (Quality of Salmonid Waters) Regulations 1998 require a limit of less than 25 mg/l suspended solids within designated receiving waters.

Table 4.4: Physico – Chemical Water Quality Requirements

Publication

pH

COD (mg/l)

SS (mg/l)

BOD (mg/l)

TP (mg/l)

OP (mg/l)

Nitrites (mg/l)

Total Ammonia

(mg/l)

Water Quality Requirements for Phosphorus (S1 258/1998)

<0.050

(assumed)

Salmonid Water EU Directive 78/659 (Required)

6-9 <0.01

<1.0

(100% ile)

Short Term Exceedence

OK

Salmonid Water EU Directive 78/659 (Guideline)

<25

(50%ile) <3

(95%ile)

<0.2 (100%ile inferred)

<0.05

(50%ile)

<0.04

(100% ile)

Short Term Exceedence

OK

Quality of Salmonid Waters (SI 293/88)

6 - 9

(95%ile Variation of

±0.5)

<25

(50%ile) <5

(95%ile)

<0.05 (50%ile)

<1.0 (95% ile)

Urban Wastewater Treatment Regulations (SI No 254 of 2001)

<125 <35

<25

Min. 80% reduction

<2 (for over 10,000 PE)

Min. 70% reduction

<15 (for over 10,000 PE)

Note: TheCliffoney River is not designated under SI 293/88 but these standards are included to ensure a comprehensive analysis of receiving waters

4.6 CLIFFONEY RIVER WASTE ASSIMILATIVE CAPACITY

The waste assimilative capacity (WAC) of a river is based on the concept of treating the river as a resource which can accept a pollution load without significant or permanent damage to the river as a resource (fish, drinking water etc.). By establishing quality objectives for the receiving water, discharge standards based on the assimilation of pollutants such that the waters are not degraded below them can be established.

The WAC of the Cliffoney River is based on the organic (BOD, Nitrogen and Phosphorus) load that can be assimilated by the 95 percentile flow before the water quality standards are exceeded.

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MGW0085RP0004 11 Rev F01

WAC = (CMAX – CBACK) x F95 x 86.4 kg day -1

Where:

CMAX = Maximum permissible concentration (mg/l)

CBACK = Background (upstream) concentration (mg/l)

F95 = 95 percentile flow (cumecs)

86.4 = Factor to convert units to load per day

Ref: “Water Technology: An Introduction for Environmental Scientists and Engineers” (1999) by N.F.Gray

This capacity is readily converted into a discharge standard for a known plant hydraulic loading.

4.6.1 River Flow Data

No flow records are available for the Cliffoney River. The 95 percentile flow (q95) for the Cliffoney River at the existing WWTP discharge point was therefore calculated in accordance with the regression equation derived from the measured q95 and the catchment areas for 371 EPA stations (MacCarthaigh 2000). The structure of the equation is:

EPA q95 = 0.0026 A m3/s where A is in km

2

The Cliffoney River has an approximate catchment area upstream of the existing discharge WWTP discharge point of 6.80 km

2. The estimated 95 percentile flow for the Cliffoney River at the WWTP

plant discharge point is 0.0177 m3/s.

4.6.2 Phosphorus

The Urban Wastewater Regulations set a standard of 2mg/l P for a PE between 10,000 and 100,000. As previously discussed in Section 4.3, there is no monitoring station on the Cliffoney River. Therefore a minimum standard to be achieved downstream of the plant outlet of Q3-4 is assumed and a target P concentration of 0.05mg/l. The background orthophosphate level was obtained from the recent sampling of Cliffoney River as discussed earlier. This sampling shows orthophosphate levels in the range of < 0.0002 – 0.02mg/l upstream of the existing discharge point. The maximum limit of 0.02mg/l was used as the background level in the calculation of the WAC for the Cliffoney River.

It is considered reasonable to use the median annual flow for the assimilative capacity assessment as the Phosphorus Regulations and Biological Quality Classes specify annual median orthophosphate concentrations. As the median flow of the Cliffoney River is not known the average flow was calculated based on an annual average rainfall of 1,150 mm and losses (evaporation and other losses) of 450 mm.

Using a catchment area of 6.80 km2 the estimated average flow for the Cliffoney River at the discharge point of WWTP is 0.151 m

3/s

WAC calculations for phosphorus are set out below;

WAC = (Cmax – Cback) x qmedian x 86.4 kg/ day

Cmax = 0.05 mg/l

Cback = 0.02 mg/l

qmedian = estimated median flow in River = 0.151 m3/s

WAC = 0.391 kg/ day

For a 10 Year Window

Hydraulic Load = 1,100 PE x 225 = 247.5 cu.m/day

Allowable discharge Concentration = WAC/ hydraulic load = 0.391/ 247.5 = 1.58 mg/l

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MGW0085RP0004 12 Rev F01



Allowable discharge Concentration = WAC/ hydraulic load = 0.391/ 393.75 = 0.99 mg/l

The above calculation shows that phosphorus removal would be required for both the 10 and 20 years design scenarios.

4.6.3 BOD

The WAC level for BOD required for discharge to the receiving waters is worked out below. The background concentration in the River is <2 mg/l. An increase of less than 1 mg/l in the receiving waters would be desirable. The estimated 95 percentile flow of 0.0177m

3/s was used in the

calculation.

WAC = (Cmax – Cback) x (F95) x 86.4 kg/ day

Where :

(Cmax -Cback) = 1.0 mg/l

F95 = estimated 95 percentile flow in River = 0.0177m3/s

WAC = 1.528 kg/ day



Allowable discharge Concentration = WAC/ Hydraulic load = 1.528/247.5 = 6.17 mg/l


Hydraulic Load = 1,750PE x 225 = 393.75 cu.m/day

Allowable discharge Concentration = WAC/ Hydraulic load = 1.528/ 393.75 = 3.88 mg/l

A discharge concentration of less than 5 mg/l is extremely difficult to maintain. It is therefore proposed that an increase of less than 1.3 mg/l be maintained in the receiving waters which will still maintain the BOD level in the receiving water at significantly less than 5 mg/l. This would allow the following discharge concentrations.


Where :

(Cmax -Cback) = 1.3 mg/l


WAC = 1.986 kg/ day





Hydraulic Load = 1,750PE x 225 = 393.75 cu.m/day

Allowable discharge Concentration = WAC/ Hydraulic load = 1.528/ 393.75 = 5.04 mg/l

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MGW0085RP0004 13 Rev F01

4.6.4 Suspended Solids

The WAC level for Suspended Solids required for discharge to the receiving waters is worked out below. The Background concentration in the River is <2 mg/l. An increase of less than 5 mg/l in the receiving waters will be maintained, if possible. The estimated 95 percentile flow of 0.0177 m

3/s was

used in the calculation.


Where :

(Cmax -Cback) = 5 mg/l


WAC = 7.64 kg/ day






Allowable discharge Concentration = WAC/ Hydraulic load = 7.64/ 393.75= 19.40 mg/l

4.6.5 Nitrogen

The standard of effluent from the WWTP will adhere to the Urban Wastewater Treatment Regulations (SI No 254 of 2001). This states that a minimum 70% Nitrogen removal will be required at the plant, this will equate to a discharge standard of 15 mg/l. A 70% removal would be readily achievable by any process required to reduce BOD to the limits stated above.

4.7 DISCHARGE TO MULLAGHMORE

As the discharge standards determined in section 4.6 are quite onerous additional options were investigated for the discharge of the WWTP effluent. These included the following;

• Pumping of treated effluent to Mullaghmore where it would be combined with the treated effluent from the proposed Mullaghmore WWTP and discharged to the sea in a common outfall

• Pumping of untreated wastewater to the proposed WWTP at Mullaghmore where it would undergo treatment. A temporary treatment plant would be required at Cliffoney until a new treatment plant is operational at Mullaghmore. It will also be necessary to provide screening at the pumping station and odour control at the discharge point of the rising main.

As the effluent at Mullaghmore is discharged to sea both options above will require treatment to a 25/35 mg/l (BOD/Suspended Solids) standard. Both options would also require the installation of a pumping station at Cliffoney and a rising main of approximately 4.5 km in length as shown in Figure 4.1

Capital costs for these options as well as the proposed WWTP at Cliffoney with higher discharge standards as outlined in Section 4.6 is detailed in Table 4.5.

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MGW0085RP0004 14 Rev F01

Table 4.5: Capital Costs for Discharge Options

Option Capital Costs Life Cycle Costs

WWTP and Discharge At Cliffoney (5/15 standard) €3,913,676 €9,907,579

Temporary WWTP & Discharge at Cliffoney followed by

Raw Sewage Pumped to Mullaghmore €4,489,627 €9,633,019

WWTP at Cliffoney & Treated Effluent Pumped to

Mullaghmore €4,445,960 €10,730,284

4.8 CONCLUSION

The cost associated with discharging at the present treatment plant location is lower than the cost of pumping raw sewage to be treated at a future treatment plant at Mullaghmore, however the life cycle cost (over a 20 year design life) is slightly higher. The installation of the new treatment plant at the existing location will allow for a shorter overall design and construction period as well as resulting in a lower initial capital cost. Therefore it is recommended that the treated effluent from the Cliffoney WWTP should be discharged to the existing outfall location in the Cliffoney River. The WWTP effluent should be treated to the standards set out in Table 4.6 to minimise impacts on the receiving water.

Table 4.6: Discharge Standards for Cliffoney WWTP Final Effluent

Pollutant WAC (kg/day) Cliffoney River

10 Year Design (1,100PE)

Discharge Standards

20 Year Design (1,750PE)

Discharge Standards

BOD5 (mg/l) 1.528 8.02 5.04

SS (mg/l) 7.64 30.86 19.4

Phosphorus (mg/l) 0.391 1.58 0.99

N (mg/l) N/A <15 <15

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MGW0085RP0004 15 Rev F01

5 COLLECTION SYSTEMS

5.1 INTRODUCTION

The collection system in Cliffoney includes both combined and separate sewers.

5.2 EXISTING COMBINED COLLECTION SYSTEM

This section should be read in conjunction with Figure 3.2. The combined sewers in Cliffoney are detailed in Table 5.1 and include:

• 416.8 m of 150 mm diameter pipe

• 1425.7 m of 225 mm diameter pipe

Table 5.1: Combined Network Details

Pipe Diameter

Location of Pipe

150 Local Road

150 Pipeline in Sea View Park connecting to mainline on local road

225 Rest of Network – along N15 and R279 to WWTP

5.3 EXISTING SEPARATE COLLECTION SYSTEMS

5.3.1 Surface Water Collection System

The surface water sewer infrastructure, shown in Figure 5.1, is detailed in Table 5.2 and consists of the following:

• 253.2m of 225 mm diameter pipe



• Approx. 505m of 225 mm diameter pipe (This pipe was not accessible and therefore no CCTV survey was possible, however it is assumed to be 225 mm dia. based on local knowledge).

Table 5.2: Surface Water Network Details

Location of Pipe Pipe Diameter

300 Along local road – connects to 450 mm diameter pipeline along local road

450 Along local road, R279 to outfall at Cliffoney River

225 Two parallel pipelines along R279

225 Along N15 outside of the school connecting to a 450mm diameter pipeline

450 Along N15 from outside of the school to the outfall at the Cliffoney River

225 Two parallel pipelines along the N15 as far as the Church

225 Along the N15 in front of the school

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MGW0085RP0004 16 Rev F01

5.4 ANALYSIS OF THE EXISTING COMBINED SYSTEM

The existing collection network was modelled using the WINDAP modelling package. The assumptions made and details of the model are included in Appendix C. This model, combined with CCTV and SUS25 manhole survey information, led to the identification of a number of collection system deficiencies which can be seen in Figure 5.2 These deficiencies are as follows:

5.4.1 General Deficiencies in the Existing Sewer System

• The collection system is currently hydraulically overloaded,

• The existing system does not have the capacity to cater for the additional foul flows from the proposed future development areas,

• Some cracked, fractured, deformed and broken pipes,

• Some pipes with holes,

• Sub-standard connections,

• Manholes with a water level of up to 50% height/diameter

• Sewers are not vented.

5.4.2 Specific Deficiencies in the Existing Sewer System

• Pipes F14-F13, F12-F11, F11-F10, F20-F19, F8-F7, F5-F4 with intruding connections all need repair.

• In the pipeline from F3-F2, there are 3 holes, a joint is displaced, the sewer has deformed by 10% and the water level is at 50%. This pipe requires immediate work.

• From the model results, there is surcharging, and flooding occurring in almost all pipes in the network. This is due to the small pipe sizes (150-225mm) that must cater for significant hydraulic loading from impermeable areas. The model results may be somewhat conservative, however, in that local knowledge does not indicate any recent flooding.

5.5 ANALYSIS OF EXISTING SEPARATE SURFACE WATER SYSTEM

The existing surface water drainage network was modelled using the WINDAP modelling package. The assumptions made and details of the model are included in Appendix C. While the model did not indicate any flooding under the existing conditions the CCTV and SUS25 manhole survey information, led to the identification of a number of collection system deficiencies which can be seen in Figures 5.3.

5.5.1 General Deficiencies in the Existing Surface Water Drainage System

• Pipes are cracked, fractured, deformed and broken in the network,

• Some pipes with holes

• Sub-standard connections

• Blocked and cracked gulley connections

• Lack of manholes

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MGW0085RP0004 17 Rev F01

5.5.2 Specific Deficiencies in the Existing Surface Water Drainage System

• Pipes S5-S4 and S3-S2 have intruding connections and require repair.

• The pipe S7-S6 has 4 longitudinal cracks and is broken in one place. This pipe requires repair

• The pipe S8-S7 has intruding connections and an open joint. This pipe requires repair.

• The pipe S9-S8 has a hole, a circumferential crack and intruding connections. This pipe requires repair.

• Inaccessible road drainage pipe work and absence of manholes

• Absence of hydro-carbon interceptors

5.6 PROPOSED FOUL COLLECTION SYSTEM

5.6.1 External Influences

In examining the works required in order for the Cliffoney Sewerage Scheme network to cater for the 2027 design loading, a number of external influences need to be considered. These include:

Traffic Management

Appropriate traffic management measures will need to be implemented during construction.

Other Services (ESB, Eircom etc.)

There are a number of other services within the town. These services have been mapped and the mapping is included in Appendix F. Interaction with these services will need to be considered during detailed design and construction.

Archaeology

A preliminary archaeology assessment will be required prior to preparation of contract documents and a construction watching brief will need to be implemented.

Site Investigation

Site Investigation works will be required to confirm ground conditions. However, previous sewerage, water and underground services works in the town have not indicated any unusual conditions.

5.6.2 Foul Catchments

Cliffoney has been divided into 4 sub-catchments for foul water management as shown in Figure 3.2. These catchments are mostly undeveloped. For the purpose of designing and modelling future flows and foul sewer extensions, it was assumed that each of these catchments would see development of 50% of their undeveloped area at a rate of 10 houses per acre. Any development within catchment FC2 will require either a pumping station to pump the sewage to the WWTP or way leaves to cross land with a gravity sewer to connect to the WWTP. It has been assumed that this Pumping Station would be provided by developers.

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MGW0085RP0004 18 Rev F01

5.7 PROPOSED SURFACE WATER MANAGEMENT SYSTEM

5.7.1 Surface Water Management

Figure 5.4, the output of the impermeable area survey, shows how surface water is currently managed in Cliffoney. Currently, much of the village discharges to a combined foul and surface water system, which is creating hydraulic problems within the network and at the wastewater treatment plant. The main drainage conduit for the town is the Cliffoney River. It rises in the South East of the village and flows in a north west direction along the scheme boundary. Water quality and flow rates have been assessed in section 4 of this report.

5.7.2 Surface Water Catchments

Cliffoney has been divided into 8 sub-catchments and are summarised in Figure 5.1. Many of these catchments are yet to be developed and our surface water management proposals indicate general discharge locations and requirements for future developments.

Catchment Characteristics are summarised in Table 5.3.

Table 5.3: Catchment Characteristics

Storm Catchment Reference

Total Area (ha)

Type of land-use (2002 Development Plan)

SC 1 17.46 Currently partly residential with the remainder agricultural, but there is development potential

SC 2 7.64 Undeveloped area beside Cliffoney River

SC 3 3.55 Undeveloped area beside Cliffoney River


SC 5 7.01 Mostly developed residential and includes Cliffoney village Main Street


SC 7 10.06 Undeveloped area

SC 8 5.95 Majority of Cliffoney village

Proposals for managing surface water in each catchment are detailed below.

SC1 Currently, only the road and some new developments (not yet taken over) are drained by separate storm drainage pipes. The remainder of surface water arising in this area is collected by the combined sewerage network. It is proposed that the surface water is separated from the foul and connected to the existing 450mm diameter pipeline along the R279. Future development in this catchment is to be collected, attenuated and then connected either to the network on the R279 or to existing drainage ditches.

SC2 It is proposed that when this area is developed, all surface water arising from this catchment is to be collected, attenuated and discharged to the Cliffoney River.

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MGW0085RP0004 19 Rev F01

SC3 It is proposed that when this area is developed, all surface water arising from this catchment is to be collected, attenuated and discharged to the Cliffoney River. SC4 Future developments are to attenuate flow on-site and connect to the existing 450mm diameter pipeline on the N15.

SC5 Currently, only the road and the housing development Sea View Park are drained by a separate storm drainage pipe. It is proposed that the remainder of the surface water arising in the area is separated from the foul and connected to the existing 450mm diameter pipeline along the N15. Future development in this catchment is to be collected, attenuated and then connected to the network on the N15. SC6 Currently, only the road and the housing development Brookfield are drained by a separate storm drainage pipe. It is proposed that the remainder of the surface water arising in the area is separated from the foul and connected to the existing 450mm diameter pipeline along the local road. Future development in this catchment is to be collected, attenuated and then connected to the network on the local road. SC7 Future developments are to attenuate flow on-site and connect to the proposed 375mm diameter pipeline on the N15.

SC8 Currently, only part of the road is drained by a separate storm drainage pipe. The remainder of surface water arising in this area is collected by the combined sewerage network. It is proposed that the surface water is separated from the foul and connected to the new surface water pipeline. Future developments are to attenuate flow on-site and connect to the new pipeline. This pipeline will connect to the existing pipeline from the local road to the outfall at the bridge on the R279 where it crosses the N15. This will require the construction of a new manhole.

5.8 SUMMARY OF WORKS

5.8.1 Proposed Works for Foul/Combined Network

This section should be read in conjunction with Figure 5.5.

Improvement of Existing Network: This would involve rehabilitation and improvement of the network by replacing severely damaged pipes. The works would include:

− Replacement of pipes F14-F13, F12-F11-F10, F8-F7, F5-F4, F3-F2 and F20-F19.

− Separation of surface water from roofs where possible, etc;

The pipe sizes shown on Figure 5.5 are based on the separation of surface water flows.

Extensions: These would extend the network along the N15.

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− Extension of the existing system along the N15, to facilitate further development of Cliffoney, to connect into manhole F22.

5.8.2 Proposed Works for Surface Water Collection Network

This section should be read in conjunction with Figure 5.6.

Improvement of Existing Network: This would involve rehabilitation and improvement of the network by replacing and upsizing severely damaged pipes, the construction of a new outfall and separating surface water from the combined network in the area. The works would include:

− Upsizing of pipes S9-S8-S7 to a 450mm diameter.

− Replacement of pipes S7-S6, S5-S4 and S3-S2.

− Increasing the outfall pipe on the R279 to a diameter to 675mm.

− New pipelines along the N15, connecting to the existing system at a new manhole and continuing along the N17 to outfall into the Cliffoney River, via a hydrocarbon interceptor.

Extensions: These would concentrate on extending the network and separating surface water from the combined network along these extensions. These extensions would proceed based on future requirements.

− Extending the network along the N15 to connect into the new pipelines to be built.

− Extending the network along the local road to connect into the existing network.

5.9 DEVELOPMENT & SURFACE WATER MANAGEMENT

In accordance with SUDS, the surface water management plan aims to incorporate surface water management systems within developments as they occur. Development proposals received by Sligo County Council should include detailed proposals for the management of surface water, incorporating SUDS.

Any designs submitted should ensure that any proposed storm collection system has been modelled and designed in accordance with BS 8005 criteria. The following design criteria should be adhered to:

• No flooding occurs for a storm with a return period of 50 years,

• No surcharging occurs for a storm with a return period of 10 years,

• Attenuation of surface water to Greenfield runoff rates should be included in the design for all future development areas,

• Attenuation of a 50 year storm event is recommended, and

• Silt and hydrocarbon interceptors to be provided on all outfalls.

5.10 RECOMMENDATIONS

Based on our analysis of the existing network and proposals for future phases our overall recommendations for the collection system are as follows:

• Separation of the combined sewer system as the existing system is unable to cater for future storm loadings,

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• All future developments (residential, commercial, etc.) should have storm water management systems incorporating SUDS, including appropriate attenuation, silt and hydrocarbon interceptors,

• All existing open drains/ditches should be maintained as development of land within each catchment occurs. All works to watercourses should include for the overall development of surface water collection within the entire surface water catchment or sub-catchment in addition to the needs for each development.

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6 WASTEWATER TREATMENT

6.1 EXISTING WASTEWATER TREATMENT PLANT

The existing package treatment plant at Cliffoney was installed circa 1982. The plant was designed to serve a population equivalent of 450 and to achieve discharge standards of 20mg/I of BOD5 and 20mg/l of suspended solids. The plant receives mainly domestic wastewater as there is no industrial activity in the village. The flow enters the works via a 225 mm gravity inlet sewer from the north.

A brief description and sketch of a typical package treatment plant similar to that installed in Cliffoney is included in Appendix ‘D’. The treatment plant located in Cliffoney consists of an activated sludge treatment plant.

6.2 CURRENT PLANT PERFORMANCE

Monitoring of the Cliffoney WWTP effluent is carried out by Sligo County Council. Testing from 2001 to 2005 shows the plant with several exceedances for BOD and suspended solids. Table 6.1: Monitoring Results for Ballinacarrow WWTP; 2001, 2003 & 2005

Parameter 2001 2003 2004

mg/l Inlet Outlet Inlet Outlet Inlet Outlet

BOD 134.6 19.69 60 223.27 - 333

COD 309.4 94.13 297 651.50 - 595.67

SS 184.40 38.50 60 170.85 - 167.67

TKN

Total Nitrogen

27.96 18.40 37 37 - -

Ammonium - - - - - -

Total Phosphorus

4.97 4.08 3.8 - - -

Ortho-Phosphate

- 2.51 - 4.11 - -

Because of the age of the plant and the fact that it is a package plant it was decided that upgrading the existing plant was not a feasible option. A new plant capable of treating up to 1,750 PE will be provided. It is proposed that the new WWTP will be installed in two stages. An initial PE of 1,100 will be catered for with the treatment plant being upgraded to 1,750 PE when required to treat additional loads.

6.3 PROPOSED WWTP

From the examination of the available options for discharging treated effluent in Section 4 it is recommended that the existing outfall point on the Cliffoney River be maintained.

There are sufficient lands available within the existing treatment plant site for a new treatment plant. The new treatment plant will be located with a minimum of a 50 metre diameter buffer zone around the plant.

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Arising out of the assessment of the receiving waters in Chapter 4 standards proposed are as follows:

6.3.1 Table 6.2: Proposed Standards for Cliffoney WWTP

Proposed Standard

Parameter 10 Year 20 year EC Standard (91/271/EEC)

BOD� 8 mg/l 5 mg/l 25 mg/l

Suspended Solids 30 mg/l 19 mg/l 35 mg/l

Total Nitrogen (N) 15 mg/l 15 mg/l 15 mg/l

Total Phosphorous (P) 1.58 mg/l 0.99 mg/l 2 mg/l

There are many types of secondary treatment plants incorporating nutrient removal ranging from very high technology plants to relatively low technology plants, which would be suitable for this application. These are assessed taking into consideration County Council Policy and the contents of DOELG Circulars L3/99 and L4/00.

The following biological treatment methods were considered: -

• Constructed Wetlands.

• Rotating Biological Contactor.

• Activated Sludge/Extended Aeration.

• Sequential Batch Reactor (SRB)

• Membrane Technology (i.e. submerged aerator filter)

The DBO procedure will allow tenderers maximum flexibility in terms of treatment technology but in order to complete a preliminary design and cost estimate the Activated Sludge/Extended Aeration was considered to be the most practical option in comparison with the other options for the following reasons: -

• Low capital costs.

• Small area of land required.

• The fall across the site need not be high.

• Can accommodate large variation in flow and organic loading.

• Low odour and no fly problems.

• Works well during all seasons of the year.

• Low noise using diffused air.

• Small quantities of sludge produced.

The proposed treatment method is an extended aeration treatment plant incorporating full carbonation, nitrification and denitrification. There will be no primary sedimentation thereby avoiding possible sources of odour. It is also proposed to include phosphorus reduction using chemical precipitation because of the requirement to reduce emissions to the Cliffoney River. The aeration system proposed is diffused air, which is more expensive to install but has lower running costs than surface aerators

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and allows for more precise control of the process. Diffused air also reduces noise and aerosols from the tanks to a minimum. Mixing of the tank contents will be separate from the aeration, so that each element can be economically designed to suit the process requirements and allow for more flexible process control.

Depending on the treatment technology chosen by the contractor it is proposed to treat all flows up to a minimum of 3 DWF and a maximum of 6 DWF with full secondary treatment. Wastewater flows in excess of 3 DWF and less than 6 DWF will either be diverted to a storm-balancing tank or receive full secondary treatment. Flows in excess of 6 DWF will be discharged to the watercourse. The flow will be divided into two streams following screening and grit removal and each stream will be diverted to separate reactors and clarifiers before they are again reunited before the outlet flume.

The effluent should be divided into at least two streams to allow for ease of maintenance and operation in the future. Two separate streams would accommodate the gradual development for the village and would mean that the construction could be divided into 2 phases with Phase 1 being 2 streams to cater for a PE of 1,100 and phase 2 being an additional stream to bring the capacity of the plant to 1,750 PE.

6.3.2 Typical Treatment Plant Elements

• Overflow Chamber with Screen

• Storm Tank / Return Pumping

• Grit Chamber

• Screening

• Forward Feed Pumping

• Reactors

• Clarifiers

• Tertiary Treatment

• Sludge Return Sump

• Picket Fence Thickener

• Plant Building/Control House (incl. SCADA, Panels etc)

• Flow Measurement & Sampling

• Siteworks (Pipework, MH, Ducting)

6.3.3 Process

Activated Sludge/Extended Aeration.

Extended aeration low loading rates (0.12 to 0.40) kg BOD/m�.day.

6.3.4 Parameters

10 Year 20 Year F/M Ratio = 0.1 =0.1

BOD Loading = 0.3 Kg BOD/m�.d = 0.3 Kg BOD/m�.d MLSS = 3,000 mg/l = 3,000 mg/l BOD Removal = 90% - 95% = 90% - 95% Hydraulic Retention = 24 Hours. = 24 Hours. PE = 1,100 = 1,750

DWF = 247.5 m�/day = 393.75 m�/day

3DWF = 30.94 m�/hr (8.6 l/s) = 49.22 m�/hr (8.6 l/s) BOD Load = 60 g/h/d = 66 Kg/d. 60 g/h/d = 105 Kg/d.

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6.3.5 Minimum Standards Required

10 Year 20 Year

BOD 8 mg/l 5 mg/l SS 30 mg/l 19 mg/l Total N 15 mg/l 15 mg/l Total P 1.58 mg/l 0.99 mg/l

6.3.6 Screening

The screening of raw sewage dictates the quality of sludge and effluent produced. It is also one of the areas where odours may arise in a treatment plant. It may be necessary to house the inlet screens to facilitate the collection of any odours, which may arise and allow them to be scrubbed before discharge to the atmosphere. It is proposed to install an overflow screen similar to a discreen on the overflow. This consists of a series of vertical shafts, each fitted with overlapping discs, which rotate in the same direction at different speeds accelerating towards the downstream end. The screenings are continuously moved along the screen and kept in flow, while liquid passes through. The screen does not remove the screenings but retains them in the flow for removal in the treatment process. A 5 mm motorised raked bar screen will be installed on the foul flow stream going for treatment.

6.3.7 Grit Removal

The removal of grit is very important within the process. If the grit passes into large tanks associated with the plant, it will settle out, thereby reducing the volumes available and giving a medium for the growth of anaerobic bacteria. It will be possible in this plant to use diffused air in the grit trap, which allows greater control over the size of grit removed and, therefore, over the amount of organic deposited. The aerated grit trap serves a secondary function as means of air lifts that will discharge to a grit classifier housed within the screening house. Organics will be removed and returned to the flow. Grit will be deposited to skip, which will be located in the screening house to prevent odour escape. Between 0.004 m

3 and 0.2 m

3 of grit per 1,000 m

3 of flow can be expected.

6.3.8 Phosphorous Removal

There are two ways of reducing the phosphorus content of sewage, biological treatment and chemical precipitation. The former is very difficult to control and cannot reach the required standard without chemical precipitation. It would be more appropriate in larger plants. Chemical precipitation with an iron salt for the removal of phosphorus is by far the simplest method and, while running costs are somewhat higher than those for biological phosphorus removal, it is easier to control. Phosphorus removal will be by means of dosing with ferric sulphate or ferric chloride at the inlet to the bio-reactors.

6.3.9 Nitrification

Ammonia is a reduced form of nitrogen. It is normally present in domestic wastewater at a concentration of approximately 40 mg/l. It can be oxidised to form nitrate in a process called nitrification. The conversion of ammonia into nitrate occurs in two steps. The first step is the oxidation of ammonia to nitrate by a bacterium called Nitrosomonos and the second is the oxidation of nitrate to nitrate by a bacterium called Nitrobacter. These two organisms are very sensitive and grow very slowly.

Ammonia exerts a far greater oxygen demand per unit weight than most organic materials. On certain instances, the ammonia content of a domestic wastewater could contribute more than 25% of the total

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BOD. It is therefore important to prevent the material entering the receiving waters and to ensure that full nitrification occurs. In order to achieve this, the process has to be operated with a long sludge age (8 days or more) and with a sufficiently high oxygen input to cope with the additional oxygen demand.

In order to ensure nitrification, the oxygen input should be at least 1kg/m�/day, giving oxygen levels in excess of 2 mg/l in the reactors. With an adequate retention time, the same aerobic environment suitable for carbon oxidation is also suitable for nitrification.

6.3.10 Denitrification

Removal of nitrogen by biological means is simpler within an activated sludge system. Ammonia NH3 in the sewage is progressively converted to nitrate NO 2 and nitrate NO3 so that fully nitrified effluent is discharged at the outlet end of the system. By the time the sewage has been fully nitrified, all the carbonaceous material will have been oxidised. De-nitrification requires a carbon source for the chemical reactions necessary to release nitrogen to the atmosphere. This carbon source could be added to the effluent or the raw sewage can be used as the carbon source and mixed with the return sludge form the Clarifiers. This fully nitrified effluent in the form of nitrate would combine with the raw sewage in the anoxic (oxygen deficient) Zone and the bacteria within the zone would strip oxygen from the nitrate molecules to release free nitrogen, carbon dioxide and water.

It is proposed to allow de-nitrification to take place in the Reactors by switching off the diffused air for a period of time long enough to allow it occur.

Full de-nitrification should take place in about 30 minutes depending on temperature and MLSS. Carbon oxidation should also take place in less than an hour. Full nitrification will take approximately 4 hours depending on temperature and MLSS.

De-nitrification also has an economic benefit in that it allows for recovery of approximately 50% of the oxygen used in Nitrification in that the raw sewage strips the oxygen from the Nitrates for the carbonation process.

6.3.11 Aeration

Aeration of the reactors would be by means of fine bubble diffused air aeration so that any bank of diffusers may be removed from the surface without removing the tank from service. Control of the DO levels would be by means of sensors mounted just below the surface of the liquor. Because of the fact that the air is supplied to the sewage at the bottom of the tank, it is best to measure the DO near the surface when the air has been virtually fully absorbed.

These DO meters will maintain fixed levels of DO in each of the three reactors by means of a SCADA system which will analyse the DO and adjust pneumatically operated valves feeding air into each tank. In this way, precise control of the process is maintained and running costs are minimised.

6.3.12 Sludge Return

It is proposed to provide for return sludge from each of the clarifiers with a provision for sludge draw off to the picket fence thickener in emergencies. The sludge will be returned to the reactors via the selector tank on order to allow de-nitrification to commence.

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6.3.13 Outlet Works

(a) Flow Measurement. (b) Flow Proportional Sampling.

6.3.14 Secondary Clarifiers

A single standard circular tank is proposed for each stream. Sludge settled in the clarifiers would be scraped by means of a bridge mounted scraper which would deposit the settled sludge into a central conical sludge hopper from where the sludge could be drawn directly by means of a pipe manifold to the sludge return sump. This sludge return pump would pump the sludge to the Selector tank. Sludge will be returned on a continuous basis and there will be no wasting of excess sludge.

6.3.15 Tertiary Treatment

Tertiary treatment will be required to reduce the BOD levels to less that 10 mg/l (initial stage) and 5 mg/l (Stage 2). This may consist of sand filtration, an additional settlement stage, a wetlands polishing filter or similar.

6.3.16 Outfall

From the clarifiers, the treated liquid will flow to a collecting manhole and on through a flow measurement flume to the Cliffoney River.

6.3.17 Sludge Treatment

MLSS will be removed continuously from the Reactors to control the sludge age directly and to reduce the amount of sludge produced. It will be stored in a Sludge Storage Tank for periods up to 21 days. The sludge produced at this plant will be transported off site for treatment at a central processing site for the County in line with the Sludge Management Plan.

6.3.18 Plant Building/Control

The machine house will contain the following elements of the treatment plant: -

• Screening and grit removal.

• Air blowers for the reactors, grit trap and pneumatic valving.

• Standby generator with an acoustic hood to reduce noise, or a connection to allow the use of a mobile generator.

• Main control panel.

• Store workshop area to include for tractor, lawnmower, pressure cleaner and tools.

• Air extraction to collect air from the screening and grit removal and draw it through a peat odour scrubbing bed.

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As it is a small treatment plant it makes sense to that the plant building also contains the control house within a separate area of the building.

Control of the WWTP will be by means of the SCADA system, which will effectively run the entire plant. The system will be capable of feeding information back to Sligo County Council offices as required. It will ensure that the County Council have full information on the plant at all stages, including flows and influent/effluent monitoring. It is proposed that multiple stream continuous monitoring stations for COD, DO, pH, Phosphorus, and Nitrogen be installed on the inlet and outlet to the treatment plant with continuous feedback to the SCADA system. In addition, it is proposed that flow metering be installed on all intermediate pipelines within the treatment plant to ensure the optimum amount of information is available on the performance of the plant.

6.3.19 Conclusion

It is recommended that the Treatment Plant be constructed in parallel streams, the first capable of treating a PE of 1,100 and ultimately a PE of 1750 persons.

6.4 OTHER INFLUENCES

ESB: The plant appears to have an adequate power supply to cater for the upgrade works required with only minor upsizing of transformers and feed capacity. A standby generator (or connection) will be necessary.

Other Services: There are no local services which would impede development of the site.

Archaeology: There were no archaeological finds during the previous development of the site and it is unlikely that any archaeological features will be uncovered during future developments of the site.

Ground Conditions: It is understood that no unusual ground conditions were discovered during the original construction of the plant. A site investigation will need to be carried out to verify the ground conditions and establish design parameters.

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7 COST ESTIMATES

7.1 PROJECT DEVELOPMENT

In our analysis we have recommended a phased development of the WWTP while the foul and surface water networks are proposed to be completed in one stage.

7.2 NETWORK COSTS

Table 7.1 gives the summary costs for the recommended network renovation, upgrade and development.

Table 7.1: Summary of Network Rehabilitation and Development Costs

(€)

Contract Costs

Foul Network 260,300

Surface Water Network 351,775

Contractors Preliminaries 61,208

Contract Health and Safety etc.. 45,906

Sub Total 719,188

VAT 97,090

Contract Costs Total 816,279

Client Planning & Supervision Costs

Prelims, Administration, Design, Resident Staff, Wayleaves, etc. 174,800

VAT 36,708

Administration & Preliminaries Total 211,508

TOTAL OVERALL COSTS (Present Value) 1,027,787

Allowance for inflation (2 years at 5% p.a.) 105,348

GRAND TOTAL (Incl. Inflation) 1,133,135

7.3 WASTEWATER TREATMENT PLANT COSTS

Table 7.2 presents the summary cost estimates for stage 1 (1,100 PE) and stage 2 (1,750 PE) improvement works.

Table 7.2: Summary of the Treatment Plant Costs

STAGE 1 STAGE 2

End of 2008 2015

(€) (€)

Construction Costs

Construction 1,375,000 650,000 Contract Supervision, Preliminaries & Overheads 255,625 127,750

Sub Total 1,630,625 773,750

VAT 239,306 113,738

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Construction Total 1,869,931 887,488

Client Planning and Supervision Costs

SI, Design, Wayleaves, Supervision etc.. 227,800 132,550

VAT 47,838 27,836

Planning & Supervision Total 275,638 160,386

TOTAL OVERALL COST (Present Value) 2,145,569 1,047,873

Allowance for inflation (5% p.a.) 219,921 500,313

GRAND TOTAL (Incl. Inflation) 2,365,490 1,548,186

7.4 OPERATIONAL COSTS

The estimated annual operating costs are based on secondary treatment for a design population of 1,750 PE.

Table 7.3: Annual WWTP Operation & Maintenance - Estimated Cost (1,750 PE)

Element Unit Cost €

Power kW 11,000

Labour (Part Time) Plant Tech. & Caretaker 30,000

Screenings/Grit Removal Skip 3,000

Sludge Removal Skip 5,000

Maintenance 3% of Capital Cost 60,750 SUB TOTAL 109,750

Provisional Sum 10% of O&M Costs 10,975 ANNUAL TOTAL 120,725

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8 STATUTORY AND GENERAL ISSUES

8.1 PLANNING REQUIREMENTS

8.1.1 Environmental Impact Assessment

The network rehabiltation and extension are sub-threshold and no Environmental Impact Statement (EIS) is required. The proposed new wastewater treatment plant development is also sub-threshold and similarly no Environmental Impact Statement will be required for this.

There are no environmentally sensitive areas immediately affected by the scheme and no other environmental appraisals are envisaged for the first phase of development.

8.1.2 Part 8 Planning Application

Part 8 planning will be required for the new wastewater treatment plant and for network extensions proposed for the scheme. A format for the application should be agreed with the planning office prior to preparation. A broad description of the new treatment plant, together with performance characteristics such as visual impact (height, screening etc..), treatment standards, indicative footprint and boundary treatment should be included to provide any potential DBO contractor the maximum flexibility to achieve value for money in plant layout and general arrangement of the proposed treatment plant.

8.1.3 Other Planning Issues

A 50m minimum buffer zone should be incorporated around the wastewater treatment plant site. No development should be permitted within the buffer zone, which will improve plant security and reduce both odour and visual impact issues.

8.2 ARCHAEOLOGY

Most of the pipeline routes and the treatment plant site have previously been excavated and it is considered that there is medium to low risk of encountering any item of archaeological importance. No important archaeological features were encountered during previous network development, treatment plant development or water schemes in the area.

An archaeological watching brief is recommended during the construction period for both the network development and wastewater treatment plant construction.

8.3 SITE SUPERVISORY STAFF

Due to the nature of the network development, including excavation close to existing services, traffic management, narrow road areas and other aspects. A Resident Engineer (RE) of not less then 5 years experience is recommended.

8.4 LONG TERM STAFFING

We would recommend the following staffing to cover both the network and treatment plant (whist in the control of Sligo Co. Co.):

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− 1 No. part time Grade 1 Technician to manage the plant, with a NVQ in Wastewater Treatment Plant operation and a minimum of 5 years experience in plant operation.

− 1 No. part time caretaker capable of carrying out maintenance of all aspects of the plant, ideally with a trade qualification (e.g fitter, mechanic etc.)

In terms of managing the network, if the treatment plant is privately operated, the requirement for a technician to manage the plant would be removed and management could be carried out by the area office.

8.5 IMPLEMENTATION PROGRAMME

Figure 8.1 gives an indicative programme for the development of the first two stages of the scheme. A number of assumptions were made and these include:

• Approval of Preliminary Report and an instruction to proceed in August 2007.

• It is assumed that the new WWTP will be procured as a DBO contract.

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Fig

ure

8.1

: C

liff

on

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Sew

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Sch

em

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Im

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9 DB/DBO APPLICABILITY

9.1 INTRODUCTION

This Chapter considers the possible use of DB/DBO approach, compared with traditional procurement arrangements. DOELG Circular L3/99 indicates that suitable projects for DB/DBO procurement should have the potential of achieving:

• More buildable design,

• Innovative solutions to design issues,

• Faster implementation of projects,

• Better value for money, in particular over the life cycle of the plant,

• Better risk allocation,

• Greater certainty of construction and operation cost estimates and

• An improved guarantee of enhanced operational performance.

over traditional procurement.

The circular indicates that the DB/DBO approach is most likely to prove attractive where the project is of a reasonable size or where a number of small similar type projects are combined into a bundle.

9.2 DESCRIPTION OF THE SCHEME

The proposed upgrading of the Sewerage Scheme for Cliffoney entails converting sections of the existing combined collection system into a foul only collection system, to cater for existing and future development in the village.

New surface water sewers will be laid to collect a proportion of existing runoff in the area and the expected runoff from new development over the design period. The surface water once collected will be directed towards various drains in the area from where it will flow to the Cliffoney Stream.

All the collected wastewater will be directed towards the existing Wastewater Treatment Plant site where it is proposed to install a new existing Treatment Plant. The new facility will cater for a population up to 1,750 PE, following various phases of development.

9.3 ASSESSMENT

DOELG Circular L3/99 sets out the general issues to be considered in assessing the advantages and disadvantages of a DB/DBO approach for a particular project as against the traditional procurement method. These issues will now be assessed in relation to the present project.

DB/DBO Contracts generally allow for greater use of innovation and bring together the expertise of Civil, M&E and Process Contractors to provide an economical solution to the problem. More focused Project management leads to better and more complete planning and implementation, avoiding phased and fragmented development, causing delays and having a knock on effect on the overall project cost.

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A whole-life costing approach overcomes the short-term view of conventional procurement and delivers improved value for money. In general DB/DBO contracts are ideally suited to Sewerage Treatment Schemes.

The collection system for Cliffoney is determined by the distribution of the existing population and commercial/industrial activities. There is little scope to introduce innovative solutions and no savings to be made on the speed of construction. There are no significant operational costs to consider and the elements involved would not be attractive to Contractors from a DB/DBO point of view. Most of the pipelines will be constructed in streets where the full range of services and streetworks are in place. The details of pipelines in streets together with the ancillary services favour a contractual arrangement along traditional lines.

The level of interest for a plant of this size, on its own is unlikely to be high and contractors will not bear the cost of bidding for a plant that will not bring in reasonable returns. A typical Contractor would work with a profit margin of 10% – 15% of operating costs which in this case would be approx. €25,500 per annum. The returns are not sufficient to offset the risks that will have to be taken by the Contractor and would only make sense if a number of other plants were to be included to produce the economies of scale that are required.

The cost of submitting pre-qualification submissions, attending interviews, carrying out preliminary design and submitting detailed tenders are high and of similar scale to that of a bigger Contract. Bid costs on this project would be in the region of € 35,000.

The DB/DBO will undoubtedly bring a wider range of skills than would otherwise be available to Sligo County Council. If opting for the traditional approach they would have to seriously commit themselves to providing the proper level of resource to the project. Circular L8/99 is very clear on the detail that must be provided by the County Council if they opt to directly operate and maintain this plant.

While a DB/DBO Contractor will bring a variety of skills to the table, the County Council will also require a similar skill base to ensure that the Contractor is fulfilling the terms of the Contract.

The speed of implementation of the DB/DBO contract prior to construction would be expected to be faster than that of a traditional contract. However recent experience has shown that this depends on the complexity of the works required. An estimate of the time frame involved for the DBO process is shown below:

TASK TIME

Risk Assessment, Specification, Development of DB and DBO cost Comparator.

2 months

Preparation of Pre-Qualification Documents 2 months

Preparation of Pre-Qualification Submissions by Contractors. 6 weeks

Evaluation of Pre-Qualification Submissions, Financial and Legal Assessments, Holding of Interviews and selection of short list.

4 months

Preparation of Contract Documents Overlap with Pre-Qual process and released to Contractor within 1 month of announcement of shortlist

Detailed Flow and Load Survey of existing Raw Wastewater. Carried out for 6 months from the beginning of the process.

Tendering 4 months

Evaluation of 5 Tenders including 5 separate designs, evaluation of whole life cost against cost comparator, issue of tender evaluation report.

3 months

Total Time 17 months

In general it can be considered that prior to construction stage, DBO and Traditional Contracts would demand similar times to implement.

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During the construction phase, the expectation is that the development of a Contractor driven design is likely to result in a faster construction period through the use of a single programme of works as well as techniques and products with which the contractor is familiar.

The transfer and allocation of risk under a DB/DBO contract to those best able to manage it is seen to be one of the greatest advantages of the DB/DBO procurement. Everything is provided to the Local Authority in a single package by the Tenderer and the Contractor can be tied into a 20 year guarantee if required for O&M. One Contractor is responsible for the entire contract from start to finish

With the size of the investment for the new Wastewater Treatment Plant in Cliffoney the risk is small because the technologies are well proven and a detailed specification will include rigorous testing of plant on site as well as the normal defects liability period.

The most significant operational cost is for energy requirements. Assuming that the most ‘whole life’ cost effective solution has been applied at the design stage, then the energy costs will be dictated by the tariff system imposed by the Energy Supplier. It is therefore important to ensure that no matter what procurement route is taken that the most efficient equipment and systems are employed to minimise operating costs.

There are certain advantages to be gained from a DBO solution in relation to the capital cost of the M&E equipment. The Contractor will carry the risk for performance and will also ensure that the aspects of the Civil Construction are optimised to facilitate the fitting of the particular M&E equipment he proposes to use.

A DB/DBO approach will transfer design and construction risk to the contractor, though any planning, legislative or financial risk will inevitably still lie with the public sector client.

9.4 CONCLUSION

The benefits accruing to a DB/DBO project relate to large scale plants or bundled groups of plants in the same region. In Cliffoney the scale of works would not be sufficient to justify a stand alone DB/ DBO. In these circumstances, we would recommend the following for the wastewater treatment plant development:

- Bundling of Cliffoney WWTP and Ballinacarrow WWTP into a single DBO project, with the option of incorporating other plant O&M contracts into this scheme.

- Procurement of the network portion of the scheme using traditional CONDOC procurement.

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