11 Soils, Geology and Hydrogeology

Proposed 450 MW Power Plant at Toomes, Co. Louth Mott MacDonald Pettit

Environmental Impact Statement Quinn Group

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11 Soils, Geology and Hydrogeology

11.1 Introduction

This chapter of the EIS describes the Soils, Geology and Hydrogeology in the existing environment

surrounding the proposed development. The objective of this chapter is to determine the impact on the

soils, geology, and hydrogeology of the area arising from the proposed development and to propose

measures to mitigate against these impacts.

11.2 Methodology

11.2.1 Desk-based Study

A desk-based study was undertaken to establish baseline geology, soils and groundwater information

for the site and surrounding area. The Geological Survey of Ireland (GSI) database and maps were

reviewed to determine the context of the study area in terms of soils, geology, aquifer classification

and vulnerability. The GSI was also contacted to determine the location of groundwater wells within a

2 kilometre radius of the development site and to determine if the study site was located in a

Geological Heritage Area.

The following publicly available information was reviewed and referenced:

• Geological Survey of Ireland, 1996, Bedrock Geology 1:100,000 Map Series, Geology of

Monaghan and Carlingford Sheet 8 and part of Sheet 9.

• Geological Survey of Ireland, A Geological Description to Accompany the Bedrock Geology

1:100,000 Scale Map Series, Sheet 8/9, Monaghan- Carlingford

• National Draft Generalised Bedrock Map, Geological Survey of Ireland (GSI)

• Neagh Bann Interim Vulnerability Map, Geological Survey of Ireland (GSI)

• National Draft Bedrock Aquifer Map, Geological Survey of Ireland (GSI)

• General Soil Map of Ireland, The National Soil Survey, An Foras Taluntais

• The Landscape Character Assessment of County Louth, (published by Louth County Council,

December 2002).

• Neagh Bann RBD Subsoil’s Map, Geological Survey of Ireland (GSI).

• Enhancing and Visualising Data on Soils, Land Use and the Environment, Teagasc, 1998

• Soil use in County Louth, Teagasc website. Accessed 30th August 2007

• “The Calcareous/ Non-Calcareous (Siliceous) Classification of Bedrock Aquifers in the Republic of

Ireland”, Water Framework Directive, River Basin District Management Systems

• The Radiological Protection Institute of Ireland website. Accessed 19th August 2007.

• Environmental Protection Agency (EPA), Water Quality Maps.

• EPA data on water monitoring, (Forwarded to MMP, 31st August 2007).

• Information regarding Geological Heritage Areas was provided by Sarah Gatley, Senior Geologist,

Geological Survey of Ireland.

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• Information regarding wells in the area was obtained from data provided by the Groundwater

section of the Geological Survey of Ireland

11.2.2 Field Study

A preliminary ground investigation was conducted in August 2007 by Glover Site Investigations Limited to establish subsoil and groundwater conditions across the site. Five investigative boreholes

were drilled by cable percussion technique, groundwater depths were established and assessments of

ground conditions conducted. A copy of the factual report is included in Appendix 11 Ground Investigation. Further supplementary investigations are planned prior to the construction phase.

11.2.3 Impact Assessment Methodology

This section provides an assessment of the environmental impacts of the proposed development on the

bedrock geology, drift geology and hydrogeology of the site. Consideration is given to the nature of

the underlying bedrock and the implications this may have on the subterranean drainage and

groundwater quality. The environmental impacts due to the proposed development are described in

terms of predicted impacts during the construction and operational phases of the proposed

development.

The importance or sensitivity of the geological and groundwater interest of the study area was

determined using the criteria set out in Table 11.1:

Table 11.1: Geology and Groundwater Sensitivity

Sensitivity of

Geological Interest

Description

High Areas containing geological or geomorphological features considered to be

of national interest, for example, Special Areas of Conservation (SAC).

Designated sites of nature conservation importance dependent on

groundwater.

Medium Areas containing geological features of designated regional importance,

for example regionally important geological sites, considered worthy of

protection for their educational, research, historic or aesthetic importance.

Exploitation of local groundwater is not extensive and/or local areas of

nature conservation known to be sensitive to groundwater impacts.

Low Geological features not currently protected and not considered worthy of

protection. Poor groundwater quality and/or very low permeabilities make

exploitation of the aquifer(s) unfeasible. Changes to groundwater not

expected to impact on local ecology.

The assessment of the magnitude of predicted impacts on solid and drift geology and groundwater was

based on the criteria defined in Table 11.2 and the combination of sensitivity and magnitude are used

to derive the impact significance as detailed in Table 11.3.

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Table 11.2: Definition of Magnitude of Impacts Criteria

Magnitude of

Impacts

Description of Degree of Impact

High Partial (greater than 50%) or total loss of a geological site, or where

there would be complete severance of a site such as to affect the value

of the site. Major permanent or long term change to groundwater

quality or available yield. Existing resource use is irreparably impacted

upon. Changes to quality or water table level will impact upon local

ecology.

Medium Loss of part, approximately 15% - 50%) of a geological site, major

severance, major effects to the setting, or disturbance such that the value

of the site would be affected, but not to a major degree. Changes to the

local groundwater regime are predicted to impact slightly on resource

use but not rule out any existing supplies. Minor impacts on local

ecology may result.

Low Minimal effect on the geological site (up to 15%) or a medium effect on

its setting, or where there would be a minor severance or disturbance

such that the value of the site would not be affected. Changes to

groundwater quality, levels or yields do not represent a risk to existing

resource use or ecology.

Negligible Very slight change from baseline condition. Change hardly discernible,

approximating to a ‘no change’ condition.

Table 11.3: Assessment of Significance Criteria for Impacts on Geology and Groundwater.

Magnitude of Impact Site Sensitivity

High Medium Low Negligible

High Substantial

Substantial Moderate Slight

Medium Moderate

Moderate Slight Negligible

Low Slight

Negligible Negligible Negligible

11.3 Receiving Environment

11.3.1 General

This section outlines the baseline geology, soils and hydrogeology that exist on the site and in the

vicinity of the proposed development. The information detailed below is based on the desk-based and

field studies described in Section 11.2.1 and 11.2.2.

The existing greenfield site is located in a predominantly rural-agricultural area in the townland of

Toomes on the outskirts of Ballakelly, (approximately 1 kilometre southwest of Ballakelly

Crossroads). The site occupies an area of 36 acres, 8.1 acres of which will remain undeveloped as an

ecological mitigation measure.

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Both the geology and soils play an important part in determining the environmental characteristics of a

region. The underlying geology has a major influence on landform and rocks provide the parent

material from which soils are created. The nature of the rock helps to determine not just the nature

and chemistry of the soil formed, but also the rate at which it forms. This in turn strongly affects the

natural vegetation and the type of agriculture or horticulture that can be sustained.

The receiving environment of the proposed development is described below under the following

headings:

• Topography;

• Quarternary Geology (Drift);

• Bedrock Geology (Soild);

• Hydrology; and

• Hydrogeology

11.3.2 Topography

Topography refers to the surface features of a place or region. The development site lies within the

Louth Drumlin and Lake Character Area as classified by the Landscape Character Assessment of County Louth, (Louth County Development Plan 2003-2009, published by Louth County Council). Rounded and smoothed hills are typically associated with this drumlin landscape. Low-lying marshy

areas are enclosed by these drumlins.

The development site is typical of this landscape, located in a largely undeveloped, rural low-lying

area surrounded by rounded ridgelines sloping in an east / west direction. The average elevation across

the site is 37 metres OD (Ordnance Datum Malin Head). Topography varies across the site from 35

metres OD to 42.68 metres OD, which is the highest point on the development site. The area

immediately surrounding the site rises to peaks of approximately 50 metres OD.

11.3.3 Drift Geology

Quaternary mapping is not currently available for the area, however it is anticipated that draft mapping

will be available from the GSI at the end of 2008. The assessment of drift geology is therefore based

on available information from sources listed in Section 11.2.1. Quaternary geology describes the

geology from up to 1.8 million years ago to present. Drift geology describes glacial deposits or

overburden.

The drift geology at the site consists of glacial deposits comprising boulder clay with small areas of

moraine sands and gravels. This till was deposited by glacial ice. Glacial deposits in the form of

drumlins typify the landscape surrounding the study area. Enclosed hollows are found between

drumlins giving rise to bogs and small lakes. For this reason drumlin areas provide a variety of

habitats which are of ecological importance.

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The study area is composed of acid brown earthy soils with inter-drumlin peat and peaty gleys. These

soils were formed mainly from shale drift from gravels of mixed origin. Brown earths are described as

mature, well-drained, mineral soils that have a relatively uniform profile. These soils are acidic in

nature as they occur on lime-deficient parent material. They have a medium texture of sandy loam,

loam and sandy clay loam. Brown earth soils are among the most extensively cultivated soils owing to

their texture and good drainage characteristics. Peaty gleys are poorly drained soils with a low base

status. The weak structure of the mineral profile and the high silt content of these soils are mainly

responsible for the poor drainage. The subsoil on the study site is classified as moderately permeable.

According to the Neagh Bann RBD Subsoil’s Map (GSI), the development site is composed of Till

derived chiefly from lower Palaeozoic rocks. This soil type is common in the environs of the study

area.

Table 11.4 below presents the findings of the Ground Investigation in relation to both drift geology

and bedrock, (reproduced courtesy of Glover Site Investigations Limited). The exploratory holes

revealed recent deposits, glacial soils and bedrock. Refer to Figure 11.1 Borehole Location Map

Topsoil was encountered up to a depth of 0.3 metres below ground level, this being underlain by peat

up to 0.3 metres below ground level in BH5. Glacial soils were encountered in all five boreholes,

typically as sandy gravely clay with a varying cobble and boulder content. The glacial till encountered

was generally stiff and occasionally firm. Dense sandy gravel was encountered at one borehole at a

depth of 2.1 metres to 2.7 metres.

Table 11.4: Ground Investigation

Strata Depth to top of layer (m) Thickness of Layer (m)

Recent (BH5) Ground Level 0.3

Cohesive Till 0.1 to 0.3 0.3 to 0.6

Glacial Sands and Gravels

(BH1)

2.1 2.0 to 3.2

Bedrock 2.7 to 3.7 -

The proposed development site is a greenfield site and no waste materials or evidence of contaminated

land was encountered on site during the walk over or the site investigation.

11.3.4 Solid Geology

Information pertaining to geological structures present on or near the site is currently unavailable.

The National Draft Generalised Bedrock Map (Geological Survey of Ireland) indicates that the study

area is composed of Silurian Metasediments and Volcanics. The bedrock in this area is primarily,

calcareous Red mica greywacke and turbidite with red mica and red shale of the Inishkeen Formation

of the lower Tract 7, a fault bounded stratigraphical unit of the central belt. The central belt comprises

rocks varying in age from Ordovician to Silurian age. Silurian and Ordovician Metasediments are

comprised of layered sandstones, siltstones and shale’s with minor volcanic rocks. Limestone units

occur occasionally in the rock successions. The sandstones tend to be weather resistant while the

shale’s are more easily eroded. The Ordovician Volcanic rocks are very resistant to weathering.

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The ground investigation encountered bedrock across the site at depths ranging from 2.7 metres to 3.7

metres as described in Table 11.4. The bedrock was generally a moderately strong red brown fine to

medium grained shale.

11.3.5 Hydrology

The development area lies within Hydrometric Area 6 in the Neagh Bann River Basin District. The

surface catchment is drained by the Rivers Newry, Fane, and Dee and by all streams entering tidal

water between Murlough Upper and the Haven, Co. Louth.

The existing drainage regime in the area, where the proposed development will be located, is generally

comprised watercourses which flow in a south east direction. There are no streams or rivers crossing

or adjacent to the development site; however there is a field drain running along the southern boundary

which drains in a general west to east direction into a tributary of the Fane River approximately 600m

to the south east of the site.

The Ballakelly River, a tributary of the Fane, is located approximately 1 kilometre to the northeast of

the site. The Ballakelly River was classified as moderately polluted at the nearest monitoring point

east of Ballakelly Crossroads during the most recent monitoring event (2003).

The River Glyde flows in a southeast direction approximately 2.25 kilometre to the south of the

proposed development site. In 2003 the Glyde River was classified as slightly polluted. It is intended

to discharge waste water arising from the site to the Glyde River. It is proposed that a pipeline will be

constructed which will allow waste water to be pumped from the site to the discharge point. The

pipeline required will be approximately 6.7 kilometres in length. Following consultation with Louth

County Council Roads Department it is proposed that this pipeline will run primarily along the side of

roadways over most of its length.

According to the Office of Public Works (National Flood Hazard Mapping – Summary Local Area

Report), there have been no flood events within 2.5 kilometres of Toomes. A flood event is defined as

“the occurrence of recorded flooding at a given location on a given date or on a recurring basis”. Owing to the gradient of the proposed development site, the likelihood for flooding is low. There are

no surface water bodies on site other than a field drain that runs south of the site. Surface water run-off

on site will be fed from a hydrocarbon interceptor and silt trap to a below ground storm water

attenuation tank. Surface water will be discharged at a maximum flow rate equivalent to a 1 in 100

year storm event. Surface Water and discharge of waste water are discussed in detail in Chapter 13 Water.

11.3.6 Hydrogeology

Groundwater

Groundwater is described as water that is stored in and moves through the pores and cracks in

subsoil’s and bedrock. Aquifers are rocks that contain sufficient voids to store water and are

permeable enough to allow water to flow through them in significant quantities. Lower Palaeozoic

rocks, which underlie the study area, generally have a low permeability and are regarded as poor

aquifers.

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Groundwater in Ireland is protected under national and European legislation which is enforced by

Local authorities and the EPA. The legislation is implemented, on a county by county basis, by the

Groundwater Protection Scheme which provides guidelines for the planning and licensing authorities

to assist in decision-making on the location, nature and control of developments and activities in order

to protect groundwater. The scheme operates by assigning groundwater protection zones, whereby the

risk to groundwater is determined based on an assessment of groundwater vulnerability, aquifer

classification and available hydrogeological data. Consultations with the GSI advised that there are no

Groundwater Protection Zones for County Louth to date. In addition, there are no source protection

zones in County Louth.

Aquifer classification

The study area has been mapped for aquifers. Aquifers are rocks which store and transmit

groundwater. Differing bedrock types have differing abilities to store and transmit water, depending

on their permeability fracture intensity. The Geological Survey of Ireland classifies all aquifers in

Ireland into three categories;

• Regionally Important.

• Locally Important.

• Poor.

The National Draft Bedrock Aquifer Map (GSI) classifies the development site as having “poor aquifer bedrock which is generally unproductive except for local zones”. In general, the groundwater

regime in the study area exhibits poorly productive bedrock of low porosity with short, shallow flow

paths. Refer to Figure 11.2 Aquifer Map

Aquifer vulnerability

The Geological Survey of Ireland uses a matrix comprising four groundwater vulnerability categories

to classify aquifer vulnerability. These categories are; extreme, high, moderate and low. The

categories are based on the thickness of overburden which provides some reduction for contaminants

migrating toward the groundwater table from the surface or near sub-surface. Where the surface is less

than three metres thick, the aquifer is considered extremely vulnerable as the potential for

contamination to reach the aquifer is extremely high. On the other hand, where the overburden is

greater than 10 metres thick and has a low permeability the vulnerability is considered low.

The Neagh Bann Interim Vulnerability Map illustrates that the site is located in an area of high to low

vulnerability. The area to the east of the development site is classified as extremely vulnerable. Refer

to Figure 11.3 Vulnerability Map.

Water Quality

Available information pertaining to groundwater quality in close proximity to the site is limited.

However, limestone outcrops, which are indicative of hard water with high sulphate concentrations, do

occur at the development site.

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Consultations with the Environmental Protection Agency indicated that there are no groundwater

monitoring points within 10 kilometres of the study area. The nearest EPA monitoring point is located

at Harris Head in Dundalk, Co. Louth, approximately 11 kilometres to the north east of the

development site. Available monitoring data from 2006 recorded a mean Total Hardness value of 326

mg/l CaCO3, indicative of a hard water area. Mean sulphate levels were recorded at 18 mg/l. However,

considering the distance from the site this may not be representative of the development site.

Groundwater Wells

A well search, conducted by the GSI on request, details 11 registered groundwater wells within a two

kilometre radius of the site as described below in Table 11.3. Two wells are located within Toomes.

Table 11.5: Groundwater Wells

Ref. Townland Usage Yield

(m3/day)

Distance

from Site (m)

1 Toomes - 17.3 0.92

2 Toomes - 51.84 0.76

3 Cornagavoge Other N/A 1.74

4 Drumgowna - 8.64 1.58

5 Feraghs Domestic use only 8.7 1.46

6 Hoarstown - N/A 1.44

7 Newtown Domestic use only 8.6 1.30

8 Newtown Agricultural use only 26 1.62

9 Newtown - 17.28 0.61

10 Newrath Agricultural and domestic use 32.7 0.50

11 Muff - 17.28 1.44

Figure 11.4 (Groundwater Wells) illustrates the groundwater well locations in relation to the proposed

site. As demonstrated in Table 11.5, groundwater yields in close proximity to the study area are

limited, due to the characteristically poor aquifer in the region. As yields are low, groundwater use is

generally limited to domestic and agricultural, as opposed to industrial.

The ground investigation conducted on the development site encountered groundwater from 1.3 to

3.3m below ground level (m bgl). With the exception of one borehole to the east of site (BH 1),

groundwater was encountered at or near the rock head. Table 11.6 presents the findings of the water

strike depths encountered during the site investigation, (reproduced courtesy of Glover Site Investigations Limited).

Table 11.6: Groundwater (Ground Investigation)

Borehole No. Depth to Rockhead

(m bgl)

Water Strike (m bgl) Water level after 20

minutes (m bgl)

BH1 2.7 1.5 1.3

BH2 3.7 3.6 3.3

BH3 2.4 2.4 2.2

BH4 3.5 3.4 3.1

BH5 3.1 3.0 2.4

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The groundwater strikes encountered would suggest limited available groundwater in the immediate

vicinity of the site with the potential for perched water in places. Local topography would suggest that

groundwater flow direction is to the east or south east of the site. The nearest boreholes are located to

the north east and south west.

There are no plans to abstract groundwater from the site. It is intended to discharge foul water arising

from the development to the River Glyde. However, the alternative option of treating the material and

percolating to ground will be investigated following the findings of additional hydrogeological

assessments and percolation testing. Foul water treatment and discharge, (to the Glyde River) is

discussed in detail in Chapter 13 Water. During the construction phase temporary fully contained

chemical portaloo toilets will be installed, all foul water will be removed from the site to an

appropriately licensed facility.

11.3.7 Radon

Radon gas is a naturally occurring radioactive gas, originating from the decay of uranium on rocks and

soils. It is a colourless, odourless and tasteless gas and its presence can only be measured using

specialist equipment. Radon dissipates readily in open air and is not considered harmful. However, in

enclosed spaces, such as a building, radon can accumulate to unacceptably high concentrations. When

inhaled, radon particles result in a radiation dose that can cause damage to lungs and eventually lead to

lung cancer.

Radon is measured in Becquerel’s per cubic metre of air (Bq/m³). A Becquerel is a unit of

radioactivity and corresponds to one radioactive disintegration per second. A High Radon Area is one

where more than 10% of houses are predicted to have radon levels in excess of 200 Bq/m³.

Information on radon levels around the development site was obtained from the Radiological Protection Institute of Ireland. Radon measurements carried out in County Louth up to 31

st July 2007

identify 13% of the county as High Radon Areas equating with the national levels. The 10 m3 grid in

Figure 11.5 Radon Map of County Louth illustrates that the development site is within a high radon

area in excess of 20%, (i.e. 20% of dwellings are predicted to have radon levels in excess of 200

Bq/m³).

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Figure 11.5: Radon Map of County Louth

Exposure to natural radon levels in the workplace is governed by the Radiological Protection Act, 1991 (Ionising Radiation Order, 2000 (SI 125/2000)). A reference level for radon in workplaces of

400 Bq/m³ averaged over a period of three months is specified in the Act.

In accordance with the Safety, Health and Welfare at Work Act, 2005, employers are required to

identify hazards in the workplace, assess the risk to health and safety from these hazards and put in

place measures to eliminate or reduce the risk. In accordance with this requirement the Health and

Safety Authority require radon measurements to be carried out in all indoor workplaces in High Radon

Areas over three consecutive months. If radon levels in the workplace are found to exceed the

reference level of 400 Bq/m³ the Regulatory Service of the Radiological Protection Institute of Ireland

must be notified immediately and appropriate measures, such as remedial works, implemented to

mitigate the risk.

11.3.8 Geological Heritage Areas

A Geological Heritage Area is one which contains geological or geomorphological features considered

to be of national interest and recommended for Natural Heritage Area (NHA) designation by the GSI

under the Wildlife (Amendment) Act 2000.

Consultations with Sarah Gatley (24th August 2007), of the Geological Survey of Ireland indicated that

there are no areas of geological heritage significance within 5 kilometres of the development site.

11.3.9 Conclusion

Based on assessment of available groundwater and soil geology it is anticipated that the overall

groundwater and geological sensitivity is low with a low to medium magnitude of impact resulting in

an overall negligible impact on geology and groundwater.

Site Location

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11.4 Impacts on the Existing Environment

11.4.1 Construction Phase Impacts

• The topography of the immediate area will be impacted by the proposed development as the site

will be elevated to the average height across the site (37mOD). The levelling of the site will be a

moderate permanent impact.

• Soil erosion could potentially occur due to wind and rain, soil compaction due to traffic and storage

or excessively high stockpiles of spoil and silt laden run off in heavy rain. Silt laden run-off to

watercourses can, if uncontrolled, pose a risk to waterquality and characterstics. This could have a

significant negative impact on watercourses.

• It is anticipated that much of the topsoil layer will be removed to allow for construction. The

majority of this topsoil will be re-used on site for landscaping purposes. The impact of the volume

of topsoil required will have a significant impact on the geology of the immediate area however the

impact on a regional and local level will not be significant. Any excess topsoil that requires removal

off site will be disposed of or recycled by a suitably licensed / permitted contractor.

• Excavations will take place during the construction phase of the development in order to install

underground storage tanks. There are risks associated with all excavation of soil and rock. Some

soil and rock types are particularly susceptible to uncontrolled movement, whether triggered by

human disturbance, or affected by natural phenomena such as prolonged rain, changes in vegetation

or erosion. In the case of risks due to human disturbance, the level of risk increases with the extent

and depth of excavation. Based on the available information on the soil and bedrock underlying the

site, and on the extent and depth of the proposed excavations, it is considered that the risk of

uncontrolled land movement is extremely low.

• Below ground excavations, e.g. tank installations, may encounter groundwater resulting in a

potential significant impact on same due to contamination with silt / potentially polluting

substances. Contingency plans will be put in place during the construction phase based on the

findings of additional hydrogeological assessments. The measures employed may include water

pumping and settlement control systems. Comprehensive hydrogeological data and contingency

plans will minimise the risk of possibility of groundwater pollution. Based on available information

it is anticipated that blasting will not be required on site.

• During the construction phase of development, there is potential for the spillage of contaminates

such as fuels and oils to exposed fractured rock excavation which in turn could negatively impact

upon the quality of the groundwater. With emergency response and staff training mitigation

measures in place, the possibility for groundwater pollution can be minimised. There are no

anticipated significant impacts associated with the proposed development from a hydrogeological

perspective.

• No sites or features designated or identified as being of geological interest will be affected by the

development. The geology in the locality is of low sensitivity and therefore predicted effects of the

development will have no significance in relation to geological heritage.

11.4.2 Operational Phase Impacts

• Operational impacts are not relevant in the context of bedrock geology due to the nature and scale

of the proposed development. In addition, the impacts from the operational phase of the proposed

development are considered to be negligible as the drift geology in the locality is of low sensitivity.

• The proposed development site is located in a High Radon Area, (20% of dwellings are predicted to

have radon levels in excess of 200 Bq/m³). Radon accumulates in enclosed spaces such as buildings.

Exposure to radon can cause lung damage and eventually lead to cancer. The impacts from radon

exposure can be significant and long-term.

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• It is not anticipated that there will be any adverse impact on the prevailing groundwater quality in

the study area during the operational phase as there will be no discharges to groundwater, other than

the possibility of treated sewage effluent from a proprietary secondary treatment system. The

specification of the treatment system will be in accordance with BS6297: Code of Practice for Design and Installation of Small Sewage Treatment Works.The potential of percolation to ground

will be subject to a site suitability assessment. If the site is considered to be unsuitable the treated

water will be discharged to the Glyde River.

• Accidental release of potentially polluting substances during the operational phase could potentially

result in contamination of groundwater. However, all storage tanks containing potentially polluting

substances will be bunded, in addition surface water from hardstanding areas will be directed via a

hydrocarbon interceptor and silt trap to a storm water attenuation tank. Storm water will be

monitored prior to discharge to a dedicated discharge point in the Glyde River as discussed in

Chapter 13. It is not anticipated that there will be any adverse impact on groundwater quality during

the operational phase resulting from spillages as all potentially polluting substances will be stored in

appropriately bunded storage facilities.

11.5 Mitigation Measures

Mitigation measures proposed in this section relate primarily to the preservation of the existing surface

drainage regime, the protection of groundwater and also the re-use of excavated materials.

11.5.1 Construction Phase

• Any soils removed to allow for construction of development will be reused for the construction of

landscaping features around the development site. These measures will ensure that any loss of

existing topsoil or overburden resource is minimised. The employment of good construction

management practices will serve to minimise the risk of pollution of soils, groundwater or surface

water during construction. The contractor will be required to meet the requirements of all relevant

construction guidelines and legislation in addition to good working practice. Construction activities

will be carried out in accordance with Ciria C650 Environmental Good Practice on Site, 2005).

• In the case where the Contractor is required to dispose of surplus or unsuitable excavated materials,

this will be to an appropriately licensed facility in order to comply with the Waste Management

Acts, 1996-2005 and associated regulations. Strict control of erosion and sediment generation and

other pollutants associated with the construction process will be implemented particularly where

works will be taking place close to water bodies.

• The main threat posed to soils and hydrogeology arising from the development is the potential for

spillages of contaminating materials during the construction phase. All liquid fuels and chemicals

stored on site during the construction phase will be contained in suitable containers within bunds in

designated areas away from the main construction site activities. On-site refuelling will be avoided

where possible. Where this is unavoidable refuelling will be carried out in designated bunded areas,

away from all watercourses including drains. Portaloos will be provided on site and all waste

material will be removed off-site to an appropriately licensed facility. An emergency response plan

will also be put in place. Training will be provided for on site personnel regarding pollution risk and

preventative measures. In most cases, good housekeeping (daily site clean-ups, use of disposal bins,

etc.) on the development site, and the proper use, storage and disposal of these substances and their

containers will minimise the risk of soil contamination.

• The discharge pipe to the Glyde River will be constructed prior to the main construction phase of

the project. Sediment ponds will be constructed on site and all surface water run-off will be directed

from the sediment pond to the discharge pipe.

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• Equipment will be regularly maintained and potentially polluting leaks (e.g. oil) repaired

immediately. If this is not possible leaking equipment will be removed from the site. Drip trays will

be provided for all stationary plant. Accidental spillages will be contained and cleaned up

immediately. Spill-kits will be provided on-site during the construction phase.

• To assist in the development of detailed design and construction details, additional geotechnical

data will be obtained prior to construction confirming specific subsurface conditions and

groundwater levels across the site supplementing the data obtained to date.

11.5.2 Operational Phase

• Comprehensive radon monitoring will be conducted on site during the construction phase in

accordance with relevant guidelines. It is anticipated that a radon gas barrier will be required on

site. Additional mitigation measures will be implemented, as necessary, in consultation with the

Radiological Protection Institute of Ireland based on the findings of the radon monitoring

programme.

• The potential impact of accidental spillages will be mitigated against by proper management, plant

design incorporating hard standing areas, bunding and dedicated drainage channels. All discharges

from the site will be regulated by the EPA under the Integrated Pollution Prevention and Control

(IPPC) regime.

• Bunds will be designed and maintained to retain 110% of the maximum storage capacity of the

container or 25% of the total volume where more than one storage unit, whichever is greater. Bund

structures will be designed in accordance with BS8007:1987, Code of practice for design of concrete structures for retaining aqueous liquids) and rendered impervious to the materials stored

therein.

• As there are no foreseeable impacts on bedrock geology during the operational phase, no mitigation

measures are recommended in this instance.

• Waste water produced on site (process waste water and domestic waste water) will be treated in

dedicated treatment systems to the appropriate standards prior to discharge off-site in accordance

with the conditions of the IPPC licence.

11.6 Residual Impacts

• The mitigation strategy above recommends actions which can be taken to reduce or offset the scale,

significance and duration of the impacts on the known and potential soils and geological resource.

Many aspects of the soils and geological resources are non-renewable and once impacted upon

cannot be replaced.

• The purpose of this statement is to specify mitigation measures where appropriate to minimise the

‘risk factor’ to all aspects of soils and geological resources such as to minimise the potential for

hydrocarbons to contaminate the ground, reduce the risk of erosion, etc. This ‘risk factor’ is

reduced or offset by recommending the implementation of a mitigation strategy in each area of the

study.

• It is anticipated that with the implementation of mitigation measures detailed above neither the

construction or operational phases of the development will impact significantly on the geology,

hydrology or hydrogeology of the area.

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11.7 Summary Conclusion

A preliminary ground investigation was carried out at the proposed development site in order to

provide baseline information regarding soil geology and hydrogeology. This investigation will be

supplemented by additional assessments prior to the construction phase.

Based on the findings of the ground investigation and a desk-top review it has been determined that

the bedrock in the area comprises shale with occasional limestone outcrops. The drift geology

comprises glacial deposits of boulder clay with small areas of sands and gravels.

The site is an undeveloped greenfield site, no waste material was encountered during the ground

investigation or site walkover.

The site is classified as an extremely vulnerable, poor aquifer, (which is generally unproductive except

for local zones). There are 11 registered groundwater wells within a two kilometre radius of the site. In

all cases the yields are low, indicative of a poor aquifer area. Groundwater quality data in the locality

is limited however, it is considered likely that groundwater local to the proposed site is indicative of

limestone areas i.e. hard water with a relatively high sulphate content. The ground investigation

encountered groundwater at or near bedrock, with the exception of one borehole. This suggests that

groundwater in the immediate vicinity of the site may be limited with occasional perched water in

places. It is considered likely that groundwater flow direction is to the east or south east of the site in

line with the topography of the area.

The area around Toomes is classified as a high radon area i.e. more than 10% of houses in the area are

predicted to have radon levels in excess of 200 Bq/m³. In open spaces radon dissipates quickly

however in enclosed areas, such as buildings, radon can accumulate to dangerous levels.

Comprehensive radon monitoring will be conducted on site during the construction phase in

accordance with relevant guidelines. It is anticipated that a radon gas barrier will be required on site.

Additional mitigation measures will be implemented, as necessary, in consultation with the

Radiological Protection Institute of Ireland.

Construction activities will include the stripping and re-grading of topsoil as well as excavations for

underground works including foundations and installation of underground storage tanks. Sediment

traps will be installed on site during the construction phase thereby preventing sediment run-off from

entering the field drain located to the south of the site. On site refuelling of mobile plant and

machinery will be carried out in designated contained areas. Potentially polluting substances will be

contained in suitable containers within bunds in designated areas. The implementation of good

construction management practices will minimise the risk of pollution to soils and groundwater during

the construction phase.

Portable chemical toilets will be installed on site during the construction phase with all waste sent off

site for appropriate disposal at a licensed facility. It is proposed that a proprietary secondary treatment

system will be installed on site during the operational phase for the treatment of waste water, (other

than process waste water and rain water). The treated water will either be discharged to the Glyde

River or percolated to ground, based on the findings of additional assessments including percolation

testing. The treated water will comply with all the appropriate guidelines and is not anticipated to

impact negatively on groundwater in the area.

Plant design including hardstanding areas, bunding, dedicated drainage channels and storage tanks will

mitigate against any potential impacts to soils and hydrogeology during the operational phase.

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12 Archaeology, Architecture and Cultural Heritage

12.1 Introduction

At the request of Mott MacDonald Pettit Limited., on behalf of Quinn Manufacturing Limited, CRDS

has undertaken an Archaeological, Architectural and Cultural Heritage Assessment of a proposed

development of a Combined Cycle Gas Turbine (CCGT) electricity generating station at Toomes Co.

Louth.

This chapter of the EIS comprises the results of an Archaeological, Architectural and Cultural

Heritage desk top study and field survey of the land on which the development is planned.

12.2 Methodology

For the purpose of setting the proposed development within its wider archaeological, architectural and

cultural heritage landscape, and to assess the potential of the site, a comprehensive desk top study of

available sources and a field inspection were undertaken. The findings of these studies are detailed in

Sections 12.3 – 12.7 below.

12.3 Desktop Study

(a) The Record of Monuments and Places was consulted for the relevant parts of the county. This is a

list of archaeological sites known to the National Monuments Service. The relevant files for these

sites contain details of documentary sources and aerial photographs, early maps, OS memoirs, OPW

Archaeological Survey notes and other relevant publications. These were studied in the Sites and

Monuments Records Office. All sites within a radius of c. 1.5 kilometres of the proposed

development were identified. These monuments are listed in Appendix 12.1 and shown on Figure 12.1 Recorded Archaeological Monuments and Places.

(b) Reference to cartographic sources is important in tracing land use development within the area as

well as providing important topographical information on sites and areas of archaeological potential.

Primary cartographic sources consulted consisted of the Down Survey Map of the Barony of Louth c.

1656 and Ordnance Survey 6" maps, first and later editions (T.C.D. Map Library).

(c) The topographical files in the National Museum of Ireland were consulted to determine if any

archaeological artefacts had been recorded from the area. This is the national archive of all known

finds recorded by the National Museum. It relates primarily to artefacts, but also includes references

to monuments and has a unique archive of records of previous excavations. Other published

catalogues of prehistoric material were also studied including; Raftery (1983 - Iron Age antiquities),

Eogan (1965; 1993; 1994 - bronze swords, Bronze Age hoards and goldwork), Harbison (1968; 1969a;

1969b - bronze axes, halberds and daggers) and the Irish Stone Axe Project Database (Archaeology

Dept., U.C.D.). All townlands within the study area were assessed (Refer to Appendix 12.2).

(d) Historical sources consulted included the British and Irish Archaeological Bibliography

(www.biab.ac.uk), Lewis Topographical Dictionary (1837), A Census of Ireland circa 1659 (Pender

1939) and local archaeological and historical journals including the County Louth Archaeological and

Historical Journal.

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(e) The excavation bulletin website (www.excavations.ie) was consulted to identify previous

excavations that may have been carried out within the study area. This database contains summary

accounts of excavations carried out in Ireland from 1970 to 2002. The Excavations 2003 publication

was also consulted. Details of previous excavations are listed in Appendix 12.3.

(f) The Louth County Development Plan 2003-2009 (Louth County Council) was consulted in order to

establish whether any structures within the study area were included in the Record of Protected

Structures (RPS) or in an architectural conservation area (Refer to Appendix 12.4).

12.3.1 Legal and Policy Framework

The following legislation, standards and guidelines were taken into account during the assessment.

Legislation

• Architectural Heritage (National Inventory) and Historic Properties (Miscellaneous Provisions) Act,

1999.

• Charter for the Conservation and Restoration of Monuments and Sites (Venice 1964).

• Convention for the Protection of World Cultural and National Heritage, 1972.

• Council of Europe Convention on the Protection of the Archaeological Heritage of Europe, (the

‘Granada Convention’) ratified by Ireland in 1997.

• European Convention Concerning the Protection of the Archaeological Heritage (the ‘Valetta

Convention’) ratified by the Republic of Ireland in 1997.

• European Council Directive on Environmental Impact Assessment (85/337/EEC), 1985 and

Amending Directive (97/11/EC), 1997.

• Framework and Principles for the Protection of the Archaeological Heritage, 1999, Department of

the Arts, Heritage, Gaeltacht and the Islands.

• Heritage Act, 1995.

• International Council on Monuments and Sites (ICOMOS), advisory body to UNESCO concerning

protection of sites and recommendation of World Heritage sites ratified by the Republic of Ireland

in 1992.

• Local Government (Planning and Development) Act, 2000.

• National Cultural Institutions Act, 1997.

• National Monuments Act, 1930, amended 1954, 1987 and 2004.

Standards / Guidelines

• Action on Architecture 2002-2005, Government Policy on Architecture.

• Advice notes on Current Practice (in the preparation of Environmental Impact Statements), 2003,

Environmental Protection Agency.

• Architectural Heritage Protection Guidelines for Planning Authorities, Department of the

Environment, Heritage and Local Government, 2004.

• Guidelines on the information to the contained in Environmental Impact Statements, 2002,

Environmental Protection Agency.

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12.4 Existing Environment

Prehistory (c. 7000 BC - AD 500)

The earliest recorded archaeological sites and finds from the area date to the Early Bronze Age, in the

form of the bowl-barrow (LH011:00101) and cist (LH011:00102) excavated by Morris (1926, 71-6).

The monuments are located in the townland of Oaktate, c. 1 kilometre to the northwest of the proposed

development. Local tradition records that the barrow is located on the site of a battle fought 2,000

years ago (IFC Schools MSS, vol. 668 221). The remains of four urns, ornamented with cord and

herring-bone designs, were found within the cist (NMI 1928:636 – 639. Refer to Appendix 12.2).

Amongst these were a food vessel and a funerary urn containing cremated bone. Cists burials such as

this are typical of the Early Bronze Age and reflect changes in mortuary ritual and possibly society at

this time. They occur throughout Ireland, but are more common in the east of the country (Waddell

1991, 84-88).

The remains of a possible standing stone (LH011:005) in the townland of Monavallet provides further

evidence that people were settled in the area around the proposed development site during the later

prehistoric period. Without additional associations such as pottery or bronze implements it is difficult

to precisely date standing stones though the majority of Irish examples are thought to be Bronze Age

in date.

Early Medieval Period (c. AD 500 - 1170)

An important early medieval monastic site was founded at Louth Village, c. 2.2 kilometres to the

southeast of the proposed development. The site was founded by St. Mochta in the 6th century (Bradly

1985, 6). The name Louth is derived from the genitive form of Lugh, who was one of the principal

deities of the pagan Celts and suggests that this site may have been of ritual or religious significance

prior to the foundation of the Christian monastery (Bradley 1985, 8). This important centre may have

influenced settlement, daily life and the local economy of the study area.

Secular settlement in early medieval Louth, as in the rest of Ireland, is represented by circular

enclosures called ringforts. In its simplest form a ringfort is essentially a circular space surrounded by

a bank and fosse, or by a rampart of stone. While they vary considerably in size, they are generally

considered to have been enclosed farmsteads, some may even have simply functioned as cattle

enclosures. The proposed development is located in an area of low ringfort density taking in most of

Leinster (Stout 1997, 59). While there are no recorded ringforts in the study area it is likely that at

least two of the monuments defined as enclosures in the townland of Muff may represent the remains

of denuded ringforts (LH011:02801 and LH011:032).

There are four possible souterrains within the study area, in Monavallet (LH011:004), in

Carnalughoge (LH011:006), in Drumgowna (LH011:031) and in Hoarstone (LH011:036). Souterrains

are artificial underground structures which appear to have been primarily used as places of refuge in

times of danger, although they may also have been used for storage of foodstuffs and valuables.

Though often associated with ringforts or early ecclesiastical sites, the remains of the souterrains in the

study area are isolated and may have been associated with unenclosed settlements which left no

physical remains in the landscape.

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The earliest references to the Christian use of holy wells dates to the early medieval period, though the

sacred use of springs and other water sources may originate in the Iron Age (Grogan & Kilfeather

1997, 162). There is a single holy well called Tobar Ultain or Ultan’s Well (LH011:033) located

within the study area along the townland boundary between Drumgoolan and Drumgowna,

approximately 1 kilometre south of the proposed development. Its connection with Saint Ultan may

imply that it was one of the gifts of Ralph de Repenteri to St Mary’s Abbey in Dublin. According to

The Record of Monuments and Places it was used for domestic purposes by the local people and was

thought to cure chin cough.

Late Medieval, Post Medieval Period and Modern Period (c. AD 1170 - 1900)

The Down Survey provides information on land ownership and population in Ireland during the

Cromwellian confiscation of land after the rebellion of 1641 and subsequent civil war. The Down

Survey map of the Barony of Louth, c. 1656 depicts the townland of Toomes (Toumes), Monavallet

(Monnyvillian), Horstown, Newrath and Drumgowna (Drumgowny). The southern portion of the

townland of Toomes is depicted as ‘bogg’ with a small area of drier land ‘Creglann’ marked in the

centre. Refer to Figure 12.2 Down Survey Map (1656). The Census of Ireland, c. 1659, records the

population of the townland of Tomms (now Toomes) as 20, all Irish. The principal landowner at this

time was Richard Bolton, Gent (Pender 1939, 465).

In the mid-19th century the Parish of Louth, in which the proposed development is located, was

“principally under tillage, producing abundant crops’ (Lewis 1837, 320). On the 1st edition Ordnance

Survey map the townland of Toomes is subdivided into large fields which are likely to have been used

for tillage (Refer to Figure 12.3 Ordnance Survey Map 1835). A number of structures are depicted

along the road to Ballakelly Crossroads, at which a Police Station is marked. Along the southern end

of the townland, an expanse of boggy ground is depicted. This area is known locally as ‘Jobber’s Bog’

(source Public Consultation 19th July 2007). A tree-lined access lane runs along the northern edge of

the boggy ground leading to a single structure and associated field enclosure. The boggy ground is cut

by a small field drain which forms the townland boundary between Toomes and Drumgoolan. On the

2nd edition Ordnance Survey map the field enclosure has been divided further and there is a possible

pit or quarry feature adjoining it to the west. This feature is omitted on subsequent editions of the

Ordnance Survey mapping.

There is a large estate house in the townland of Monavallet to the northwest of the proposed

development. A number of unnamed structures are depicted on the 1st edition Ordnance Survey map

of 1836 and Monavallet House (RPS no. Lhs011-007) is depicted to the south of these on the 2nd

edition. The house and associated estate features are also recorded in the National Inventory of

Architectural Heritage Survey of Historic Gardens and Designed Landscapes (Reference no. LH-36-

H-948032).

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12.5 Cultural Heritage

Since at least the medieval period the landscape has been subdivided into small administrative units

known as townlands. Townland names in the study area are derived from a number of sources

including topographical and natural features or important local personal names. As is the case

throughout much of Ireland a common element found in townland names of the study area is baile or

bally meaning a small settlement, place, land or farm. Three townlands contain the element ‘baile’

including Ballakelly (Baile Kelly), Newtown (An Baile Úr) and Stonetown Upper (Baile na Chloice ĺochtarach). Another common element is ‘tate’ which refers to a to a relatively small land division

usually corresponding to a single townland which is particularly common in Monaghan and

Fermanagh. Four tates equalled a ‘quarter’ and four ‘quarters’ equalled a ‘ballybetagh’. The

ballybetagh appears to correspond to the kin-based estate. This integrated system of ballybetaghs,

quarters and tates is common in many Ulster counties. Three townlands contain the element ‘tate’,

including Rootate (Táite Rú), Loughtate (Táite an Locha) and Oaktate (Táite na Doire).

Townland boundaries were described and recorded in the great surveys following the land

confiscations of the mid-17th century and were standardised in the mid-19

th century during the work of

the Ordnance Survey. Townland boundaries within the study are laid out along natural features

including rivers, streams and high ground and manmade features such as roads and walls.

Landholdings were further subdivided into individual fields generally by means of earthen banks or

stone walls. Over time these have been colonised by hedgerow and trees. The remains of removed

field boundaries survive in the landscape as linear earthworks or ditches, evident on aerial photographs

of the site.

The Irish Folklore Commission’s Schools Scheme of 1937-38 and National Folklore Collection 1935-

71 contain information on a variety of topics such as local cures, fairy stones, the potato crop, old

houses, old names of places and graveyards, seasonal customs, beliefs and practices and historical

traditions, material and social culture. Additional information on a number of archaeological sites

within the study area is derived from folklore records collected from local landowners including the

souterrain in Carnalughoge (LH011:006), the holy well in Drumgoolan (LH011:037) and the barrow

and cist in the townland of Oaktate (LH011:001).

12.6 Archaeological and Historical Context

There are no recorded archaeological monuments or sites of architectural heritage value within the site

of the proposed development. There are however a number of archaeological sites in the area

including a barrow and a cist to the northwest (LH011:00101-02), a possible souterrain to the

northeast (LH011:006) and a group of archaeological monuments including four enclosures

(LH011:02801-02, LH011:030 and LH011:032) and a holy well (LH011:036) to the northwest.

The site of the proposed development can be considered an area of archaeological potential as it is a

wetland environment. It is located in a hollow between two areas of higher, drier land.

Archaeological sites within wetlands environments can include toghers or other trackways, built of

wood or stone to allow access across the wetland and Fulachta Fiadh or burnt mounds built on their

margins. Wetland environments are also known to preserve both organic and inorganic material.

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12.7 Field Inspection

The area of the proposed development is a 28 acre (11.3 hectares) greenfield site located in Toomes to

the south-southwest of Ballakelly Crossroads, approximately 2.5 kilometres northwest of the village of

Louth, Co. Louth. A field assessment of the area was undertaken on the 9th May 2007, in order to

assess on the ground the impact of the proposed development on known or potential archaeological

and architectural heritage sites (Refer to Figure 12.4 Extent of Proposed Development for field

locations). The site is accessed from a minor road running southwest from Ballakelly Crossroads. The

level of the road is higher than that of the surrounding fields and it is carried on a significant earthen

embankment in places. The field boundary to the road side consists of a significant earthen bank

covered with mature hedgerow (see Plate 12.1).

Field 1 is a gently undulating field in pasture. The field slopes up down from south to north and there

is an area of flatter, higher ground in the southwest corner of the field (see Plate 12.2). The site access

road will run along the western boundary of the field which consists of a drystone wall with mature

hedgerow (see Plate 12.3). A rutted track runs along this boundary. There are a number of large

stones visible at the ground surface in the northwest corner of the field which are likely to be spill

from the boundary wall or dumped material. The southern boundary to field 2 consists of mature

hedgerow with a slight ditch on the south side (see Plate 12.4). There is a gap in the western end of

the southern boundary providing access to field 2.

Field 2 is a gently undulating tillage field (see Plate 12.5). The field slopes down from east to west

and from north to south. The ground is somewhat waterlogged at the lowest point of the field

immediately to the north of the boundary with field 3. The site access road will run along the western

boundary of the field and consists of a drystone wall with mature hedgerow (see Plate 12.6). The field

boundary between field 2 and 3 has been removed and replaced by a modern post and wire fence.

Field 3 is a relatively flat field in pasture (see Plate 12.7). The field slopes down from north to south.

The site access road will run along the western boundary of the field which consists of mature

hedgerow. The southern boundary consists of drystone wall with trees and mature hedgerow.

Field 4 is a relatively flat field in pasture. The field slopes down from north to south. The southern

boundary consists of drystone wall with trees and mature hedgerow. An area of wetter ground was

noted along the southern boundary of field 4 on aerial photographs of the area. This may represent the

site of an old stream channel or drainage ditch that was diverted in the modern period to run to the

south of field 5. Nothing of archaeological significance was noted during the field survey.

Field 5 is an undulating wet field covered in trees, scrub and rushes (see Plate 12.8). The south-

western corner of the field is covered in a modern tree plantation. An access lane to a small structure

marked on the 1st edition map runs along the northern boundary of the field. The structure no longer

stands but the access lane is marked by a row of trees (see Plate 12.9). The southern boundary

consists of a modern drainage ditch which forms the townland boundary between Toomes and

Drumgoolan. To the south of this field the ground slopes up again to an area of drier ground marked

‘Creglann’ on the Down Survey map of the Barony of Louth and ‘Creelom’ on the 1st edition

Ordnance Survey map.

Field 6 is an undulating wet field covered in trees, scrub and rushes (see Plate 12.10). The access lane

noted above runs along the northern boundary of the field. The southern boundary consists of a

modern drainage ditch which forms the townland boundary between Toomes and Drumgoolan.

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12.8 Impacts on the Existing Environment

Ground disturbance associated with the proposed development will include the following:

• Construction of the proposed 450 MW capacity Combined Cycle Gas Turbine.

• Construction of an underground pipeline connection by Bord Gaís Networks, from the existing

North-South interconnector gas supply line to the above ground installation (AGI) to be constructed

on the site.

• Construction of an electricity switchyard within the site, which will be connected by an

underground cable, provided by EirGrid, to the transmission grid connection point indicated by

EirGrid.

• Construction of an underground pipeline connection to a discharge point on the River Glyde for

discharge of waste water.

• Construction of a site access road.

The site of the proposed development is located in an area of lower ground covered in trees, scrub and

rushes bounded to the north and south by higher dry ground. It is possible that sub-surface

archaeological remains survive at the site which may be directly impacted on by ground disturbance

associated with the proposed development. In particular, due to the nature of the site and the

surrounding landscape it is possible that toghers, wooden trackways used from the prehistoric periods

on, may have been constructed across the site to link the areas of higher dry ground

12.9 Mitigation

There are no recorded archaeological monuments or sites of architectural heritage value within the site

of the proposed development and no upstanding archaeological sites and features were noted within

the site during the field assessment.

However, as noted above, there is the potential for previously unrecorded archaeological remains to

survive on the site. It is therefore recommended that further archaeological assessment be undertaken

prior to the commencement of the construction phase. The assessment should be undertaken by a

suitably qualified archaeologist with experience in wetland archaeology and the specific requirements

of testing in this environment. Any assessment needs to be fully informed by the proposed

construction methodologies including drainage, foundation design, impacts of roads and services. The

assessment should involve archaeological test excavations across the site.

It is also recommended that a wade survey or underwater archaeological assessment of the site of the

discharge point from the underground pipeline to the River Glyde be undertaken in advance of

construction commencing at the site.

Should any archaeological features or material be uncovered during the course of the pre-development

testing, monitoring or any phase of the construction works, works should cease immediately, and the

National Monuments Section of the Department of Environment, Heritage and Local Government

should be informed. Time must be allowed for a suitably qualified archaeologist(s) to inspect and

assess any such material. If it is established that archaeologically significant material is present full

archaeological excavation and recording will be required. Adequate financial and logistical provision

should be made for any such archaeological excavation, related post excavation, testing and/or

conservation work and for publication of the results.

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Plate 12.1: Field 1, northern boundary.

Plate 12.2: Field 1, looking south.

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Plate 12.3: Field 1, western boundary.

Plate 12.4: Boundary between field 1 and field 2.

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Plate 12.5: Field 2.

Plate 12.6: Field 2, western boundary.

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Plate 12.7: Field 3, looking north.


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Plate 12.9: Row of trees along access lane to north of field 5.


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Please note that the recommendations given here are subject to the approval of the National

Monuments Section of the Department of Environment, Heritage and Local Government.


A desk and field based assessment of archaeological, architectural and cultural heritage was conducted

on the development site and surrounding area. It was determined that there are no recorded

archaeological monuments or sites of architectural heritage value within the site of the proposed

development. No upstanding archaeological sites or features were noted within the site during the field

assessment. However, there is the potential for previously unrecorded archaeological remains to

survive on the site.

It is proposed that an additional archaeological assessment will be carried out on site prior to

commencement of construction activities. In addition it is proposed that a wade survey or dive survey

will be conducted at the proposed waste water discharge point on the Glyde River. Should any

archaeological features or material be uncovered works will cease immediately, and the National

Monuments Section of the Department of Environment, Heritage and Local Government will be

informed.

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13 Water

13.1 Introduction

This chapter of the EIS describes the baseline water quality and hydrology for the receiving

environment in the vicinity of the proposed development, the predicted and potential impacts of the

proposed development and the mitigation measures needed, if any, to address any likely significant

impacts.

13.2 Methodology

13.2.1 General

A desk-based assessment was undertaken in order to characterise the receiving environment. Relevant

water quality data and hydrometric data were obtained from the following sources:

• Environmental Protection Agency;

• Eastern Regional Fisheries Board;

• Neagh-Bann River Basin District;

• Office of Public Works;

• Monaghan County Council; and

• Louth County Council.

In addition a field inspection was carried out by Mott MacDonald Pettit (MMP) in August 2007 in

order to determine potential suitable discharge locations for waste water arising from the proposed

development. An inspection of the Glyde River was also carried out by Eastern Regional Fisheries

Board, (ERFB) in order to determine the habitat sensitivity of the Glyde River.

Further information to inform the characterisation of water resources was obtained from the following

publications:

• Water Quality in Ireland 2001-2003, (EPA, 2005).

• Interim Report on the Biological Survey of River Quality Results of the 2003 Investigations (EPA,

2004).

• The Characterisation and Analysis of Irelands River Basin Districts – National Summary Report

(Ireland) 2005.

• Parameters of Water Quality, Interpretation and Standards, (EPA, 2001).

• Wastewater Treatment Manual, Treatment Systems for Small Communities, Business, Leisure

Centres and Hotels, (EPA, 1999).

• Irish SUDS Stormwater Storage Assessment Tool, (developed by HR wallingford for Dublin City

Council, 2007).

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Water quality data was analysed in order to determine the baseline water quality at the relevant water

bodies. A review of the receiving environment and an assessment of the preliminary design for the

proposed power plant enabled a determination of signigicant environmental impacts on water quality

(and quantity) which could arise from the proposed development. As part of this process assimilative

capacity calculations were undertaken of the receiving water body, in order to determine the capability

of the river to accept the predicted volume of waste waters likely to be discharged from the proposed

development. Predicted maximum loading characteristics were based on MMP’s previous experience

with similar Combined Cycle Gas Turbine power plants in Ireland, where available. Where

information was unavailable maximum Integrated Pollution Prevention and Control (IPPC) licence

limits for similar plants were used.

13.2.2 Assessment of River Water Quality and Hydrometric Data

Water quality of rivers in Ireland is assessed using both biological and physico-chemical data.

Physico-chemical monitoring measures the causes of pollution and the quantity of pollutants whilst

biological surveillance measures the effects of pollution on the ecological status of the waterbody.

(i) Biological Assessment

The biological assessment used by the EPA is known as the Q-Rating system. The Q-Rating system

refers to a biological rating system for freshwaters whereby the presence and quantity of suitable

resident organisms, (primarily readily visible invertebrates) are surveyed. Different species show

different levels of tolerance and sensitivity to pollution. As such, the presence or absence of specific

organisms in the water acts as a measure of pollution in the watercourse.

The Q-Rating system measures the effects of pollution by condensing biological information into a

readily understandable form by means of a 5-point biotic index (Q-Values), an arbitrary system in

which biodiversity and water qualities are related, (as described in Table 13.1).

Table 13.1: Q-Rating System and Water Quality

Biotic Index (Q-value) Water Quality

5 (diversity high) Good

4 (diversity slightly reduced) Fair

3 (diversity significantly reduced) Doubtful

2 (diversity low) Poor

1 (diversity very low) Bad

Intermediate values are used to describe conditions where appropriate. These relate to the Q-value

scale and indicate the degree of pollution as shown in Table 13.2.

Table 13.2: Q-Rating and Pollution

Quality Ratings Category of River Water Quality

Q5, Q4-5, Q4 Unpolluted

Q3-4 Slightly polluted

Q3, Q2-3 Moderately polluted

Q2, Q1-2, Q1 Seriously polluted

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(ii) Physico-Chemical Assessment

The physico-chemical assessment of water quality is based on an assessment of a number of water

quality parameters with five primary parameters considered. These are Biological Oxygen Demand

(BOD), Dissolved Oxygen (DO), Ammonia, Nitrate and Phosphorous.

The BOD test indicates the levels of organic matter in the water and the amount of dissolved oxygen

present. The greater the rate of loss of dissolved oxygen, the greater the amount of organic matter

present. The BOD test therefore provides a good indication of the level of contamination of the water

with biodegradable material.

Dissolved Oxygen (DO) is a measure of the oxygen in water. A significant increase in DO will result

in the bacteria present becoming aerobic, using up available oxygen. If the quantity of water present is

of sufficient volume there is a potential for the bacterial uptake of oxygen to exceed the levels

replenished naturally, thus causing adverse impacts on aquatic life.

Ammonia is a toxic substance generally present in small concentrations in natural waters as a result of

microbiological activity. In general, concentrations greater than 0.1 mg/l are indicative of sewage or

industrial pollution. Free (non-ionised) Ammonia is the most harmful form of Ammonia to aquatic

life.

Nitrate is formed by the oxidation of Ammonia. The majority of Nitrate found in natural waters is

derived from organic and inorganic sources such as waste discharges and artificial fertilisers. Nitrate

in itself is not a direct toxicant however it is considered a health hazard due to its conversion to Nitrite

which reacts with haemoglobin to cause methaemoglobinaemia (“blue baby” syndrome). Nitrate is

also considered to be a key factor in eutrophication, (over enrichment) of receiving waters promoting

the growth of algae and other plants.

Phosphorous is widely used in agricultural fertilisers and detergents. Significant Phosphorous

concentrations can lead to eutrophication. Ortho-phosphate is generally considered to be the most

readily available form for algae growth.

Other parameters which are typically measured include colour, pH (measure of the acidity or

alkalinity), and chloride, (high concentrations may render waters unsuitable for irrigation of

agricultural land and render drinking water unpalatable). Total dissolved solids are also measured as

an indicator of salinity.

Whilst physico-chemical analysis is used to characterise water quality conditions, the results are

specific to the time when the samples are taken. Thus, in the absence of a regular physico-chemical

monitoring programme it is considered that biological monitoring is more representative of prevailing

water quality conditions. Additionally, it is generally the case that a full suite of physico-chemical

parameters is not available for a particular monitoring point, making it more difficult to generate an

overall water quality assessment.

(iii) Hydrometric Assessment

The purpose of the National Hydrometric Programme is to collect information on the levels, flows and

volumes of water in river, lakes and groundwater. The Environmental Protection Agency (EPA), the

Office of Public Works (OPW), the Electrical Supply Board (ESB) and the Local Authorities have an

extensive network of water level recorders on rivers and lakes throughout Ireland. Data from

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hydrometric stations combined with physico-chemical data, (from EPA monitoring data) was used in

conjunction with indicative process waste water loading figures to determine potential discharge

points for waste waters. Refer to Figure 13.1 EPA Monitoring Points.

13.3 Consultation

Meetings were held with Louth County Council Water Department, Louth County Council Roads

Department and the Eastern Regional Fisheries Board (ERFB) regarding water supply and discharge.

The key issues discussed during these consultations included availability of water supply (existing

water supply networks and potential for surface water and groundwater abstraction), water quality of

the River Fane and Glyde River, discharge water quality and routing of the discharge pipe.

13.4 Overview of Water Consumption and Waste Water Generated On Site

13.4.1 General

A full description of the development is included in Chapter 3 of this EIS. This section describes the

development in relation to water specific issues associated with need, water supply, surface water run-

off, foul water and process waste water.

13.4.2 Demineralisation Plant

A supply of feedwater is required to generate steam in the Heat Recovery Steam Generator (HRSG).

In order to avoid corrosion over the lifetime of the plant, the feed-water must be treated prior to use.

The proposed power plant will include a demineralisation plant where the feed-water will be treated

using either a resin based or Reverse Osmosis / Electro De-ionisation (EDI) based system. The water

will be filtered, thermally de-aerated and pH controlled to prevent corrosion. pH will be controlled by

addition of aqueous Ammonia (NH3). Alternative pH controls include Sodium Hydroxide and Tri

Sodium Phosphate, however these chemicals are generally only used in emergency situations, (for

example, if poor quality untreated feed water has entered the system) as their use causes operational

difficulties in the HRSG. An oxygen scavenging chemical, dilute Carbohydrazide CO(NHNH2)2 may

also be required during commissioning or start-ups to achieve the water quality required for optimum

operation of the boiler. This overall treatment system works by eliminating the oxygen necessary for

corrosion to occur and adjusting the pH to a level which is less supportive of corrosion reactions. It is

anticipated that the demineralisation plant will produce 10m3/hr of demineralised water.

The proposed development will include two demineralised water storage tanks with a combined

capacity of 10 000m3. Refer to Figure 13.2 Drainage Plan. The large volume of demineralised water

is necessary for injection water to the gas turbine for emissions control purposes if firing on diesel.

The demineralised water production plants will fill the tanks gradually during the commissioning

phase so that sufficient injection water is available in storage for the operational phase. Firing on

diesel will only occur for periodic tests or if an interuption in the natural gas supply occurs, (diesel

will be stored on site in a 10 000 m3 capacity steel tank. The diesel tank will be bunded within a 110%

capacity concrete bund in accordance with CIRIA Report 163 “Construction of bunds for oil storage tanks” and BS8007:1987, Code of practice for design of concrete structures for retaining aqueous liquids).

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13.4.3 Water Supply

Feed water will be sourced from the Killany - Reaghstown Group Water Scheme (GWS). The GWS

has a water abstraction facility at Monalty Lough which is supplemented by a borehole adjacent to the

lough (Refer to Figure 13.3 Water Supply and Discharge). The GWS has historically withdrawn in

excess of 2 200m3/day. However, demand has reduced in recent times to approximately 1 800m

3/day

as a result of a comprehensive leak reduction programme. Ongoing improvement works of the GWS

mains are likely to further reduce baseline water demand from Moynalty Lough. A copy of the letter

provided by the GWS confirming availability of water supply to the proposed power plant is included

in Appendix 13.1.

Quinn Group will require a maximum of 240m3/day, (although the demand can be reduced in time

through optimum operation of the plant and recycling of surface water run-off). The proposed plant

will include one raw water storage tank of at least 2 000m3 capacity. The raw water storage tank will

have capacity for seven days of supply providing approximately 5m3/day for services, (including mess

rooms, toilets, washing facilities etc), 500m3 for fire fighting purposes and the balance as storage

capacity for feed to the demineralised water production plant. Where necessary, supply of water from

the GWS will take place during low demand periods in order to minimise any potential impact on

water supply in the area. It is also proposed to have a low pressure cut-off on the automatic fill valve,

i.e. in a case where water pressure drops below a certain threshold value, no more water will be

extracted from the system.

It is proposed that the development will connect to the GWS via a (maximum) four inch pipe to a

connection point at Ballakelly Crossroads. Refer to Figure 13.3. The connection to the GWS will cross

an area of undeveloped pasture land. There are no surface water pathways in the vicinity of the

proposed route.

13.4.4 Surface Water Run-off

All tanks, (within hardstanding areas) containing potentially polluting substances will be bunded.

These substances include diesel, Sulphuric Acid and Sodium Hydroxide. Additional chemicals,

(Ammonia, Tri-sodium Phosphate and dilute Carbohydrazide) will be stored in bunded IBC’s at the

water treatment plant. The majority of hardstanding will include gravity fed drainage channels,

directing runoff water to a 6 000m3 below ground concrete attenuation tank. Certain hardstanding

areas will require surface water to be pumped into the free-flowing channels, i.e. chemical storage

bunds, transformer and diesel bund, thus mitigating against accidental release of spillages to the

attenuation tank. All surface water runoff will be directed through a hydrocarbon interceptor and silt

trap prior to discharge to the attenuation tank. Refer to Figure 13.2 Drainage Plan.

It is likely that significant quantities of water from the attenuation tank will be recycled for use at the

facility, in particular as feed water to the demineralised water plant as an alternative to water from the

GWS. A quantity of surface water may also be used to irrigate areas of land retained for ecological

mitigation adjacent to the development site. Discussions have also been held with National Parks and

Wildlife Service (NPWS) regarding the possible inclusion of a pond in an area of wetland to the east

of the site which would be fed by surface water run-off. The detailed design of which will be

developed in consultation with NPWS prior to construction.

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The remainder of surface water run-off will be discharged via a pipeline to a discharge point in the

Glyde River as described in Section 13.5.3. Process waste water and treated foul water will be

discharged through separate channels and monitored separately prior to confluencing with surface-

water run-off in a common pipeline prior to communal discharge via a single pipeline to the Glyde

River. All channels will be fitted with non-return valves..

13.4.5 Process Waste Water

The process waste water to be discharged from the site comprises water from the demineralisation

plant and boiler blow-down.

Waste water from the demineralisation plant comprises more concentrated saline water containing the

salts removed from the raw water or neutralised backwash of the resins, (depending on whether a

Reverse Osmosis / EDI or a resin based demineralisation plant is employed).

Boiler blow-down comprises water which has been circulating in the water/steam cycle. In order to

remove the build up of salts from the HRSG drums, (which remain in the drum once the water has

evaporated off) it is necessary to continually “blow-down” 1% of the total 400m3/hr (i.e.4 m

3/hr) of

circulating water. Where possible this blow-down is recycled back to the raw water storage tank for

treatment in the demineralisation plant via the blowdown tank, however a certain volume of this blow-

down will require discharge. In principal the volume of blow-down water reduces the longer the plant

is operational as less and less “fresh” demineralised water is being added to the system. Consequently

the salt build-up in the drums is reduced. However, abnormal plant operations such as shutdowns,

start-ups or excessive load cycling result in the addition of “fresh” demineralised water resulting in

necessary blow-down. While blowdown water may have a high enough saline content to require

removal from the HRSG drums, it should be noted that the saline content is generally much lower than

that of the initial raw water supply.

All process waste water arising from the proposed power plant will be collected in the Process Waste

Water Discharge Pit prior to discharge. The discharge pit is a below ground concrete structure

separated into a number of chambers. The process drains will discharge into the inlet chamber. The

waste water will then be pumped from this chamber into two aeration chambers where air is bubbled

up through the process waste water in order to reduce the temperature. The waste water then overflows

from these chambers into a small treatment chamber where an agitator mixes the waste water and pH

is measured. The waste water is dosed automatically, if required, to regulate the pH to pH 6 - 9. The

water then overflows from this chamber into the final main discharge chamber from where it is either

pumped back to the aeration chambers or to the discharge point, (if it exceeds the parameters as

detailed below). Dissolved oxygen, pH, conductivity and temperature will be continuously monitored

in the main discharge chamber. The automated system will only discharge if these parameters are

within IPPC licence limits. If any of the parameters fail to comply with the set limits the system will

automatically switch back to recirculation mode and the waste water will be re-circulated back to the

aeration chambers. Discharge volumes will be measured via a flowmeter installed on the discharge

line. In addition, the process water discharge pit will be fitted with an automatic sampler which will

sample water discharges over a given period as directed by the EPA under the IPPC regime. An on-

site laboratory will also be provided to facilitate monitoring of specific parameters on site.

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There may also be a requirement for a nutrient reduction system to be included in the treatment

system, in particular due to Ammonia levels in the process waste water. The discharge limits will be

set in the IPPC licence, and treatment such as ion exchange or chemical / biological dosing will be

introduced, where required, to ensure compliance with the set limits.

The maximum quantity of process waste water to be discharged from the proposed power plant during

normal operations will be 150m3/day. As described earlier it is anticipated that discharge volumes will

decrease significantly as the power plant matures, i.e. as the requirements for boiler blow-down

reduces.

In abnormal conditions, such as a boiler shut-down, it may be necessary to empty the boiler fully

resulting in a potential discharge to the process water discharge pit of 500m3/day. The process water

discharge pit can attenuate up to three days of waste water resulting in a potential maximum discharge

of approximately 250m3/day. Based on existing operational CCGT power plants it is envisaged that a

boiler shut-down will be required a maximum of once per annum.

It is proposed to discharge process waste water to a discharge point in the Glyde River as discussed in

Section 13.5.3.

13.4.6 Foul Water

It is proposed that all foul water, (consisting of sewage and domestic type waste water) emanating

from the site during the operational phase will be treated in a proprietary secondary treatment system

prior to discharge. The treated water will either be discharged to the Glyde River or percolated to

ground, depending on a site suitability assessment, (including percolation testing). As described in

Section 13.6.2 it is anticipated that up to 1500 litres /day of treated foul water will be discharged with

an anticipated 25mg/l BOD and 35 mg/l SS (suspended solids).

During the construction phase temporary fully contained chemical portaloo toilets will be installed, all

foul water will be removed from the site to an appropriately licensed facility.

13.5 Receiving Environment

13.5.1 Surface Water Quality

The development site has no streams or rivers crossing or adjacent to it. The only significant water

courses within a 5 kilometres radius of the site are the River Fane (which flows in a south east

direction, approximately 3 kilometres to the northeast of the development site) and the Glyde River,

(which flows in a south east direction approximately 2.25 kilometres to the south).

There is a field drain running along the southern boundary of the site which drains in an east to west

direction into a small tributary of the Fane River. The Ballakelly River is also a part of the Fane

catchment and at the nearest water quality monitoring point to the development site it was classified as

being moderately polluted (Q3) during the most recent monitoring event (2003).

The Glyde River was classified as unpolluted (Q4) at the nearest monitoring point to the development

site, (Bridge West of Mullacrew – G02 0600) during the most recent monitoring event (2003).Refer to

Figure 13.1. It is proposed to discharge surface water run-off, process waste water and foule water to

the Glyde River. There will be no other discharges to other watercourcses.

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The River Fane was discounted as a potential discharge point early in the assessment process

following consultation with Louth County Council Water Department. Issues relating to recent

pollution incidents were highlighted during the consultation process with specific reference to

suspended solids. Louth County Council thus confirmed that the preferred discharge point should be

located in the Glyde River. Assimilative capacity calculations confirmed that the River Fane was not

suitable for acceptance of discharge water.

As discussed in Section 13.4.3 – Water Supply, Monalty Lough is the source location for water supply

to the proposed power plant. The lake exhibits relatively poor water quality and is categorised as being

moderately eutrophic (m-E), i.e. the lake contains a high concentration of dissolved nutrients.

13.5.2 Fishery Potential

Information regarding fishery status was provided by the Eastern Regional Fisheries Board (ERFB)

for both the River Fane and the Glyde River. Once the Glyde River was identified as a potential

receiving water for the process water, surface water run-off and foul water, the ERFB was contacted

and consultations commenced regarding suitable discharge points. Consultations with ERFB were

undertaken to ensure that the discharge point would be located so as to minimise the impact on the

fishery habitats of the river.

The Glyde River is not a designated salmonid river, however, according to the ERFB; it does contain

both salmonid spawning and nursery habitat. The EFRB also indicated the presence of adult Salmon,

Sea Trout and Brown Trout in the deeper sections of the Glyde River.

During consultations with ERFB concerns were expressed regarding additional abstraction of water

from Monalty Lough. As described in Section 13.4.3 Water Supply, the development site will connect

to an existing GWS in the area. The proposed demand is within the maximum limits of abstraction

experienced by the GWS due to increased spare capacity arising from a leak reduction programme

implemented by same.

13.5.3 Proposed Discharge Point

As discussed in Section 13.5.2, the ERFB was consulted regarding potential discharge points.

Following a field inspection of the Glyde a number of potential discharge points were selected. The

ERFB was consulted and various discharge points were subsequently discounted due to their

proximity to sensitive juvenile habitats. Following additional consultation it was decided that a

discharge point further downstream, (i.e. north of Tallanstown) would be the most suitable discharge

location.

The proposed discharge point is located on the Glyde River just north of Tallanstown (approximately

4.7 kilometres southeast of the proposed site). Refer to Figure 13.3.

In order to access this discharge point, a pipeline will be required which will allow waste water,

(process waste water, foul water and surface water run-off) to be pumped from the proposed

development site to the discharge point via a (maximum) eight inch pipe. The pipeline required will be

approximately 6.7 kilometres in length. Following agreement with Louth County Council Roads

Department it is proposed that this pipeline will run primarily along the side of roadways over most of

its length.

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The closest hydrometric station to the proposed discharge point is at Tallanstown Bridge

(06G020700), where an automatic recorder is located. Biological water quality for the Glyde River at

Tallanstown Bridge monitoring point was last recorded in 2003. At this point the river was categorised

as being slightly polluted (Q3-4). Just upstream from the proposed discharge point a biological

monitoring point (06G020600, Bridge West of Mullacrew) was monitored in 2003 and was found to

be unpolluted (Q4).

In order to assess the impact of the proposed discharge on the Glyde River qualitative physico-

chemical data was obtained from the EPA for the Tallanstown Bridge monitoring point, from January

2004 to May 2007 as detailed in Tables 13.3 and 13.4 below.

Table 13.3: Maximum Physico-chemical Concentrations for Monitoring at Tallenstown Bridge (2002 – 2007)

Table 13.4: Mean Physico-chemical Concentrations for Monitoring at Tallanstown Bridge (2002 – 2007)

The physiochemical monitoring results for Tallanstown Bridge indicates significant improvements for

BOD levels between 2004 and 2007 with a slight improvement for Total Dissolved Solids and Ortho-

phosphate in the same period. However, Ammonia concentrations tended to fluctuate slightly.

The stretch of river in question is not categorised as a salmonid water, and as such is not regulated

under the European Communities (Quality of Salmonid Waters) Regulations, 1998, S.I. No. 293 of

1998). However, following consultation, the Eastern Regional Fisheries Board (ERFB) has identified

sections of the Glyde River as important salmonid nurseries and habitats. For this reason, the limits as

set out in these regulations were considered during the water discharge assessment as a conservative

approach to the assessment.

The Salmonid Waters Regulations set water quality standards for salmonid rivers. The limit set for

BOD is 5mg/l O2 while the limit for non-ionised Ammonia is 0.02 mg/l.

Year No. Of Samples BOD

(mg/l O2)

Ammonia

(mg/l N)

Ortho-P

(mg/l P)

Total

Dissolved

Solids

(mg/l)

2004 7 >7.3 0.13 0.06 373.19

2005 8 3 0.09 0.09 428.8

2006 9 4.2 0.11 0.05 382.57

2007 3 1.9 0.04 0.03 361.13

Year No. Of Samples BOD

(mg/l O2)

Ammonia

(mg/l N)

Ortho-P

(mg/l P)

Total

Dissolved

Solids

(mg/l)

2004 7 Unknown

(max >7.3)

0.06 0.04 333.37

2005 8 2.2 0.04 0.04 347.54

2006 9 2.25 0.05 0.03 343.96

2007 3 1.63 0.04 0.02 325.84

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Non-ionised Ammonia is the most harmful form of Ammonia to freshwater aquatic life,

concentrations of non-ionised ammonia increase with pH and temperature. The maximum temperature

recorded at Tallanstown Bridge between 2004 and 2007 was 20.6 oC. The maximum pH over the same

period was pH 8.4. In accordance with EPA guidance Parameters of Water Quality, Interpretation and Standards, (EPA, 2001), the concentration of total ammonia in freshwater which contains a non-

ionised Ammonia concentration of 0.02 mg/l at a pH of 8 and a temperature of 20oC is 0.52mg/l. This

equates to 3.85% of non-ionised Ammonia in Total Ammonia.

Based on this conversion factor, as demonstrated in Table 13.3, non-ionised Ammonia levels recorded

at Tallanstown Bridge between 2004 and 2007 comply with the Salmonid Waters Regulations (i.e.

<0.52 mg/l Ammonia).

13.6 Potential Significant Impacts

This section provides an assessment of the environmental impacts of the proposed development on the

water quality and hydrology of the receiving environment. The environmental impacts due to the

proposed development are described in terms of predicted impacts during the construction and

operational phases.

13.6.1 Construction Phase Impacts

Potential construction phase impacts arising from this development are typical of those associated with

any civil engineering activity and mainly relate to contamination of waterways.

The potential construction phase impacts of the proposed development include:

• Escape of soil and sediment to waterways as a result of on-site construction activities. Potential

sources include erosion of exposed ground, run-off from stockpiles of spoil and wheel-washing

activities.

- All run off from areas of exposed soil will be diverted to a sediment trap on site during

the construction phase. Water from the sediment trap will be discharged to the Glyde

River via the discharge pipe, (which will be constructed prior to the commencement of

construction activities).

• Release of potentially polluting liquids to waterways would result in a significant impact.

Potentially polluting sources include oils, paints, solvents and sanitary waste.

• Escape of soil and sediment to waterways along the pipeline route and at the discharge point

resulting from trench excavations during construction of the discharge pipeline.

- There is a potential for soil and sediment to escape to drainage channels and water

courses during the trench excavations for placement of the discharge pipe. The proposed

route of the pipeline traverses three rivers. The potential impact on surface water

resources arising from trench excavations is expected to have a slight impact of

temporary duration.

• Discharge of cement or uncured concrete to waterways resulting from pipeline placement during

construction of the discharge pipeline.

- There is a potential for cement to escape to the waterway as a result of placement of the

discharge pipes at the discharge point and along the pipeline route. Use of cement is

likely to be limited. The potential impact of escape of cement on surface water resources

arising from construction activities is expected to have a slight impact of temporary

duration.

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13.6.2 Operational Phase Impacts

Potential operational phase impacts associated with the proposed development relate to:

• Surface water run-off.

• Process waste water discharge.

• Foul water discharge.

• Water Supply

Surface Water Runoff

A Sustainable Urban Drainage System (SUDs) approach has been taken in order to assess the

potential run-off from the development. Utilising the Irish SUDS Stormwater Storage Assessment Tool, it is estimated that the development site would generate 61 litres/second of storm water in a 1 in

100 year storm event, (based on an area of 11.5 hectares and 90% hardstanding). This equates to an

attenuation storage requirement of 3 920m3 on site. Taking a worst-case scenario approach it is

proposed that surface water run-off from the site will be attenuated to a flow rate of no more than 220

m3/hour thus equating to the maximum pre-development run-off from the site area. It is also intended

to reuse surface water on site as much as possible.

Surface water runoff from the development site has limited potential to impact on surface water

quality in the area, due to the lack of any substantial surface water resources in proximity to the

proposed development site. As discussed in Section 13.4.4, surface water will be directed from

hardstanding areas on site through discrete channels to a below ground 6 000m3 concrete attenuation

tank via a hydrocarbon interceptor and silt trap. This system will ensure that surface water run-off

does not become contaminated with other water discharges generated on-site.

Diesel will be stored in a 10 000 m3 capacity tank within a 110% concrete bund. Sulphuric acid and

Sodium Hydroxide will be stored in bunded 10 m3 capacity tanks and additional chemicals,

(Ammonia, Tri-sodium Phosphate and dilute Carbohydrazide) will be stored in bunded IBC’s at the

water treatment plant.

Areas where there will be no risk of contaminants entering groundwater will remain porous where

possible, (for example the outdoor switchyard area). Surface water feed to the attenuation tank will be

via a silt trap and hydrocarbon interceptor.

Considering the measures outlined above, the impact of surface water on the receiving environment is

expected to be neutral.

Process Waste Water

Assimilative capacity is the amount of contaminant load that can be discharged to a waterbody without

exceeding water quality standards appropriate to that water body.

The assimilative capacity of the Glyde was determined based on 95 Percentile Flow for the combined

EPA monitoring point and OPW hydrometric station at Tallanstown Bridge. According to the Register of Hydrometric Stations in Ireland 2007, (EPA), the 95 Percentile Flow level at Tallanstown Bridge is

0.26m3/sec.

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Predicted maximum loading characteristics for process water discharge parameters were based on

MMP’s previous experience with similar CCGT power plants in Ireland, where available. This data

was limited to Ammonia (as N), Total Phosphorous as (P) and Total Dissolved Solids. As information

on potential maximum BOD levels was unavailable maximum Integrated Pollution Prevention and

Control (IPPC) licence limits for similar plants were used.

Maximum loading characteristics were compared with mean concentrations recorded at Tallanstown

Bridge from 2006 to 2007 to estimate the loading for given parameters. Table 13.5 details the figures

used to calculate the assimilative capacity.

Table 13.5: Assimilative Capacity Data

Paramters

BOD mg/l Ammonia mg/l

(as N)

Ortho-

phosphate mg/l

(as P)

Total Dissolved

Solids (mg/l)

Tallanstown Bridge

(Mean; 2006 to 2007)

2.18 0.05 0.03 340

Maximum Predicted

Values

20* 1.0 0.1 (Total

Phosphorus)

1123

* Based on maximum IPPC threshold for a similar CCGT Power Plant (Tynagh, Co. Galway).

Discharge volumes were calculated based on expected maximum operational loading, i.e. 100% boiler

blow-down, 250m3/day and a worst-case “normal” operational loading of 150m

3/day. The assimilative

capacity results are detailed in Table 13.6 and 13.7 below.

Table 13.6: Assimilative Capacity Based on a Discharge of 250m3/day, (Abnormal Situation Requiring Boiler Shut-down)

Parameter Background

Concentration

in Glyde

Concentration

of Process

Waste Water

Discharge

Concentration

in Glyde on

Receipt of

Discharge

Differential

BOD mg/l 2.18 20* 2.38 0.20

Total Ammonia mg/l 0.05 1.0 0.0605 0.0105

O-Phosphate mg/l 0.0300 0.1 (Total

Phospohorous)

0.0308 0.0008

Total Dissolved Solids mg/l 340.00 1123 348.62 8.62


Table 13.7: Assimilative Capacity Based on a Discharge of 150m3/day, (Maximum Discharge Volume During Normal Operations)


Concentration

in Glyde

Concentration

of Process

Waste Water

Discharge

Concentration

in Glyde on

Receipt of

Discharge

Differential

BOD mg/l 2.18 20* 2.30 0.12

Total Ammonia mg/l 0.05 1.0 0.056 0.006

O-Phosphate mg/l 0.0300 0.1 (Total

Phospohorous)

0.0305 0.0005

Total Dissolved Solids mg/l 340.00 1123 345.19 5.19


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As demonstrated in Tables 13.6 and 13.7 when the “worst-case” scenario is applied, (i.e. an abnormal

situation requiring a discharge of 250m3 per day) the resultant Ammonia concentration in the River

Glyde is 0.06 mg/l, equating to 0.002mg/l non-ionised Ammonia, (at a pH of 8 and a temperature of

20oC) well within the limits set by the Salmonid Regulations of 0.02mg/l. Moreover, when the

maximum concentration of Ammonia recorded at Tallanstown Bridge between 2006 and 2007, (0.11

mg/l Ammonia) is applied at a maximum loading rate, (250m3/day), the resultant assimilative capacity

is 0.12 mg/l Total Ammonia equating to 0.005 mg/l non-ionised Ammonia, again within the limits of

the limits set in the Salmonid Waters Waters Regulations.

The assimilative capacity for BOD is also within the limit of 5mg/l set in the Salmonid Waters

Regulations. The predicted concentration in the Glyde River, on receiving the discharge process water,

increases by 0.20mg/l in the worst-case scenario (full boiler shut-down) and 0.12mg/l in the normal

case scenario. In both scenarios the predicted increase in concentration is well within the

environmental quality standard specified in the Salmonid Waters Regulations 1988.

Assuming a conservative approach, where Total Phosphorous is assumed to equate to Ortho-

phosphate, a negligible increase in background Ortho-phosphate values was predicted. The limit value

for Ortho-phosphate in surface waters is 0.5mg/l. As demonstrated the values recorded are within the

specified limits.

There is no recommended limit value for Total Dissolved Solids however the limit value for

conductivity in Surface Waters is 1 000µS/cm as detailed in EPA guidance Parameters of Water Quality, Interpretation and Standards, (EPA, 2001). When Total Dissolved Solids values are

converted to conductivity, using the following approximation: Total Dissolved Solids mg/l ÷ 0.67 = Conductivity µS/cm, the resultant conductivity values are within the limit values with the “worst-case”

scenario resulting in a conductivity value of 533µS/cm.

Based on the anticipated limits likely to be set by the EPA under the IPPC licensing regime in addition

to the proposed waste water treatment and control systems the impact of discharge of process waste

water from the proposed development on the Glyde River is expected to be insignificant.

Consequently the impact on Dundalk Bay cSAC, which the Glyde River drains into is similarly

considered to be insignificant.

Foul Water

As detailed in Section 13.4.6, it is proposed that a proprietary secondary treatment system will be

designed to serve a population of 50 persons, (approximately 36 employees and visitors) during the

operational phase.

According to the Wastewater Treatment Manual, Treatment Systems for Small Communities, Business, Leisure Centres and Hotels, (EPA, 1999), the recommended wastewater loading rate for an industrial

facility without a canteen is:

• Flow rate of 30 litres/day per person; and

• BOD level of 20 g/day per person.

An estimated 50 persons would thus equate to:

• Flow rate of 1 500 litres/day; and

• BOD level of 1 000g/day, equating to 1.5g/litre BOD.

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The specification of the treatment system will be in accordance with BS6297: Code of Practice for Design and Installation of Small Sewage Treatment Works, guaranteeing treatment of the treated waste

water to a 25:35 BOD:SS standard. The treated water will either be discharged to the Glyde River or

percolated to ground, depending on a site suitability assessment, (including percolation testing). As

percolation testing will not be carried out until the detailed design stage it has been assumed that 1 500

litres/day of treated foul water will be discharged from the site to the Glyde River. An assimilative

capacity calculation of treated foul water from the proposed development into the Glyde demonstrates

an insignificant impact on background levels as demonstrated in Table 13.8 below.

Table 13.8: Foul Water


Concentration

in Glyde

Concentration

of Treated

Foul Water

Discharge

Concentration

in Glyde on

Receipt of

Discharge

Differential

BOD mg/l 2.18 25 2.1815 0.0015

Qualitative suspended solids data is unavailable for the Glyde River, however based on a 95% flow of

22464m3/day and a discharge of 1.5m

3/day of 35 mg/l SS the resultant increase of 0.0023mg/l equates

to an insignificant increase regardless of background levels.

Table 13.9: Foul Water and Discharge Water


Concentration

in Glyde

Concentration in

Glyde on Receipt of

Treated Foul Water

and Process Waste

Water

Differential

BOD mg/l 2.18 2.3815 0.2015

As demonstrated in Table 13.9, when combined with the BOD increase from the process waste water

as described in Section 13.6.2, the combined BOD increase, (2.38 mg/l) is still well within the

Salmonid Water Regulations limit of 5 mg/l.

During the construction phase temporary fully contained chemical portaloo toilets will be installed, all

foul water will be removed from the site to an appropriately licensed facility.

The impact of foul water on the receiving environment is expected to be neutral assuming a worst-case

scenario of a discharge to the Glyde River as opposed to the additional treatment likely to be provided

if discharged to groundwater through a percolation area. A decision regarding the appropriateness of a

discharge to groundwater via percolation can only be determined on completeion of a site suitability

assessment during the pre-construction ground investigation.

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Water Supply

Water will be provided by the Killany - Reaghstown Group Water Scheme (GWS) which has a water

abstraction point on Monalty Lough (and an adjacent borehole), as detailed in Section 13.4.3.

Improvements to the water mains infrastructure of the GWS over the recent past has reduced the

demand for water from the abstraction facility and ongoing mains renewal will further reduce the

water demand at this facility. It is not considered that the water supply from the GWS will have an

overall negative impact on the water quality at Monalty Lough. In addition, it is proposed to reuse

surface water to supplement the water supply wherever possible.

13.7 Mitigation Measures

13.7.1 Construction Phase

Although the risk of contamination of water resources is low due to the limited surface water resources

in the area it is considered appropriate that best practices be implemented to contain any potential

losses from the proposed development site. The risk from the construction of the proposed pipeline,

however is greater, due to the significant length of the pipeline, primarily along roadsides, with

associated drainage channels and three river crossings.

A technically competent Contractor will be employed by Quinn Group to manage on-site construction

activities. The Contractor will be required to develop a Construction and Environmental Management

Plan which will include a Water Management Plan incorporating a comprehensive and integrated plan

for erosion and sediment control. The plan will be reviewed regularly and modified as necessary.

Regular inspections will take place to ensure measures are effective.

The following conditions will be included:

• Unnecessary clearing and grading will be avoided.

• Clearing adjacent to waterways will be minimised. Silt control measures will be installed along the

perimeter of the trench excavations adjacent to river crossings and at other points along the

proposed discharge route where considered necessary.

• Construction activities will be phased to minimise soil exposure. Large areas of grading will be

avoided in order to minimise erosion potential.

• Soils will be stabilised as soon as is practicable.

• To prevent chemical pollution, all liquid fuels and chemicals stored on site during the construction

phase will be contained in suitable containers within bunds in a designated area away from the main

construction site activities.

• On-site refuelling will be avoided where possible. Where this is unavoidable refuelling will be

carried out in designated bunded areas.

• Equipment will be regularly maintained and leaks repaired as soon as is practicable. If the

equipment cannot be repaired it will be removed from the site. Accidental spillages will be

contained and cleaned up immediately. Spill-kits will be provided on-site during the construction

phase as required.

• Contained chemical portaloo toilets will be used on site during the construction phase. All sewage

will be removed from the site to an authorised treatment plant.

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• Construction of the discharge pipe placement will be carried out in accordance with the ERFB

guidance document “Protection of Fisheries Habitat During Construction and Development Works at River Sites”. The ERFB will also be consulted regarding discharge pipe placement to avoid

disruption to the river during the most sensitive stages of salmonid development.

• A wade survey or underwater archaeological assessment will be carried out by a suitably qualified

archaeologist at the final discharge point and along the pipe route if required. Refer to Chapter 12 Archaeology, Architecture and Cultural Heritage.

• Connection to the GWS will be carried out during low demand periods in order to minimise any

potential negative impact on water supply in the area.

13.7.2 Operational Phase

Operational Phase Mitigation measures relate to surface water run-off, discharge water, foul water and

water supply.

• Limits for process waste water discharge will be determined by the EPA under the IPPC

regime.

• A water quality monitoring programme will be developed for process waste water and surface

water run-off. The parameters, thresholds and frequency required will be set by the EPA under

the IPPC regime.

• All bunds and chemical containers will comply with the appropriate standards. All bunds will

be leak tested prior to commencement of operations and every five years thereafter

• The discharge water pipeline will be leak tested periodically.

• In the event that a decision is taken to investigate the possibility of discharging treated

domestic effluent from the on site secondary treatment system to groundwater, a site

suitability assessment will be completed in accordance with relevant guidance.

• A water conservation plan will be implemented for the proposed power plant during the

operational phase.

• Where necessary, abstraction of water from the GWS will occur during low demand periods in

order to minimise any potential impact on water supply in the area. In addition, a low pressure

cut-off will be incorporated on the automatic fill valve further reducing demand on the GWS.

13.8 Residual Impacts

It is anticipated that the overall residual impact will be imperceptible, as the location of the site for the

proposed power plant is not in close proximity to any significant waterbody, the water discharged to

the Glyde River will be fully treated prior to discharge and the supply of water (through the GWS),

will not have a significant impact on abstraction levels experienced by the GWS historically.

The implementation of mitigation measures as detailed above will ensure there is a minimum of

impact on water resources from this proposed development.

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A supply of feedwater is required to generate steam in the HRSG. In order to avoid corrosion over the

lifetime of the plant, the feed-water must be treated prior to use in a demineralisation treatment plant.

The proposed plant will include two demineralised water storage tanks with a combined capacity of

10 000m3. Feed water will be sourced from the Killany - Reaghstown Group Water Scheme (GWS)

which has a water abstraction facility at Monalty Lough.

Three distinct waste water streams will be discharged from the site; process waste water, surface water

run-off and treated foul water (from sanitary facilities, wash rooms, mess rooms etc).

The process waste water to be discharged from the site comprises water from the demineralisation

plant and boiler blow-down comprising of water which has been circulating in the water / steam cycle.

The process waste water to be discharged contains levels of salts that are considered too high for the

HRSG however, the levels are generally lower than that of the original “raw” feedwater. The process

waste water will be recycled through the demineralisation plant where possible however, it will be

necessary to discharge a certain volume. Process waste water destined for discharge will gravitate to a

process discharge pit where it will be cooled, pH tested and pH corrected with an acid / base dosing

system, if necessary. Dissolved oxygen, pH, conductivity and temperature will be continuously

monitored. The automated system will only release the waste water if these parameters are within the

limits set in the IPPC licence. If they fall outside of these limits the system will automatically switch

back to recirculation mode and the waste process water will be re-circulated back to the aeration

chambers. Discharge volumes will be measured via a flowmeter installed on the discharge line. In

addition, the process water discharge pit will be fitted with an automatic sampler which will sample

water discharges over a given period as directed by the EPA under the IPPC regime. An on-site

laboratory will also be provided to facilitate monitoring of specific parameters on site.

All surface water run-off collected on site will be fed via gravity fed and pumped channels to a

hydrocarbon interceptor and a silt trap. The water will then be fed to an attenuation tank whereby its

release will be controlled in order to ensure that the volumes discharged are within acceptable limits.

Foul waste water will be treated in a proprietary secondary treatment system prior to discharge. The

treated water will either be discharged to the Glyde River or percolated to ground, depending on a site

suitability assessment, (including percolation testing).

Following consultation with Louth County Council and the Eastern Regional Fisheries Board it has

been determined that the Glyde River is the most suitable discharge location for waste water from the

site. In order to access this discharge point, a pipeline will be required which will allow waste water to

be pumped from the proposed development site to the discharge point. The pipeline required will be

approximately 6.7 kilometres in length. Following agreement with Louth County Council Roads

Department it is proposed that this pipeline will run primarily along the side of roadways over most of

its length.

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14 Interaction of the Foregoing

14.1 Introduction

This section of the EIS describes the interactions between the various impacts identified in the

previous sections during both the construction and operational phases of the proposed CCGT power

plant at Toomes, Co. Louth.

A simple matrix method has been used (“Introduction to Environmental Impact Assessment”, Glasson, Therivel and Chadwick, 1999), in which the environmental components addressed in the

previous sections of this EIS have been placed on both axes of a matrix, and interactions between the

various components have then been placed on both axes of a matrix, and interactions between the

various components have been identified and given a significance rating. It must be noted that each

impact is therefore identified twice in the matrix. Refer to Table 14.1 Interaction of Impacts.

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Table 14.1: Interaction of Impacts During Construction and Operational Phases

Socio-

economic

Landscape &

Visual Impact

Roads &

Traffic

Noise &

Vibration

Climate & Air

Quality

Ecology

Soils, Geology

&

Hydrogeology

Archaeology,

Architecture &

Cultural

Heritage

Water

Const. Oper. Const. Oper. Const. Oper. Const. Oper. Const. Oper. Const. Oper. Const. Oper. Const. Oper. Const. Oper.

Socio-economic

Landscape &

Visual Impact

Roads & Traffic

Noise &

Vibration

Climate & Air

Quality

Ecology

Soils, Geology &

Hydrogeol-ogy

Archaeology,

Architecture &

Cultural

Heritage

Water

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Legend: Significance of Impacts at Construction and Operational Phases (after mitigation):

Construction Operation

No Interaction

Neutral Impact

Imperceptible Impact

Slight Impact

Significant Impact

Positive Impact

Definitions of Types of Impact, (EPA 2002):

Neutral Impact: A change that does not affect the quality of the environment;

Imperceptible Impact: An impact capable of measurement but without noticeable consequences;

Slight Impact: An impact, which causes noticeable changes in the character of the

environment without affecting its sensitivities;

Negative Impact: A change, which reduces the quality of the environment (for example

lessening species diversity or diminishing the reproductive;

Positive Impact: A change that improves the quality of the environment (for example by

increasing species diversity; or improving reproductive capacity of an

ecosystem, or removing nuisances or improving amenities).

14.2 Socio-economics Interactions

Socio-economics and Landscape & Visual Impact

The proposed development will have a slight, short-term negative impact on visual amenity during the

construction phase.

During the operational phase, with due regard to topographical and vegetative screening, it is

anticipated that the proposed power plant will have a significant negative impact on viewpoints on a

local level within a radius of at least 1 kilometre of the site. The larger components of the plant will be

clearly visible within a range of distances up to 3-5 kilometres, although some viewpoints will be

partially screened by vegetation, topography or buildings. The visual impact of the proposal will

decrease significantly at distances greater than 7 kilometres. The stack is likely to be visible as a

relatively small element at distances greater than 7 kilometres, subject to weather conditions.

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Socio-economics and Roads & Traffic

The construction phase is expected to last for approximately 30 months. It is anticipated that 4 000

HGV’s journeys will occur over the construction period. This represents a significant but short-term

impact on local traffic in the area. However, a link road is proposed which will direct construction

traffic from the local road onto the regional, (R178) road. The link road will divert traffic away from

the local school, located on the local road approximately 1 kilometre from the site. In addition,

construction traffic will access and exit the site outside of normal peak traffic periods thereby

minimising disruption to local traffic.

Impacts from traffic volumes during the operational phase are anticipated to be neutral. The link road

to the R178 will serve local traffic in the area providing a long-term positive impact by diverting

traffic from Ballakelly Crossroads providing safer access to the R178.

Socio-economics and Noise & Vibration

Construction phase noise impacts were assessed based on three “worst-case” scenarios of concurrent

activities on site. The evaluation determined that there would no exceedance of daytime construction

noise assessment criterion. The proposed construction period does include an hour that falls within the

evening assessment period. Based on this criterion it is predicted that during a worst-case combination

of activities on site, the recommended evening noise limit would be exceeded. However, pre-planning

of construction activities will mitigate against such an occurrence. Overall, while construction works

are predicted to be audible the impact is not considered to be significant due to short-term nature of the

activities. In addition, construction traffic using the access road is not considered to have a significant

impact due to the distance of the nearest sensitive receptor.

The impact of noise during the operational phase was assessed with reference to the low level

background noise prevelant in the area. With the implementation of mitigation measures it is

anticipated that noise levels during the operational phase can be reduced to acceptable levels for very

quiet areas. However, there will be a small but noticeable change to the noise environment in close

proximity to the development.

Socio-economics and Climate & Air Quality

Due to the scale of the proposed development, no impacts on climate have been identified during

either the construction or operational phases. As such, consequently there are no envisaged

interactions between the regional and local climate and socio-economics.

During the construction phase there is a potential for dust to be released from the development site

resulting in a short-term, slight negative impact. However, there are no sensitive receptors in close

proximity to the site, in addition the mitigation measures to be implemented will ensure that dust

generation is minimised resulting in an imperceptible impact. Emissions from construction vehicles

entering the site are expected to be imperceptible.

The power plant will be designed to the highest standard with an optimum exhaust stack height and

abatement techniques to ensure minimum emissions from the plant. The predicted emissions are

within the relevant air quality limit values and overall, short-term and long-term impacts are

considered to be neutral regardless of firing on natural gas or diesel.

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Socio-economics and Soils, Geology & Hydrogeology

The proposed site has been identified as a high radon area i.e. more than 10% of houses in the area are

predicted to have radon levels in excess of 200 Bq/m³. It is proposed that radon monitoring will be

conducted on site during the construction phase in accordance with relevant guidelines. Appropriate

mitigation measures will be implemented based on the findings resulting in an imperceptible impact.

Socio-economics and Water

During the construction phase it is anticipated that Killany-Reaghstown Group water supplies will be

interrupted due to connection to the water supply. The connection is expected to last a maximum of

two hours. It is proposed to connect to the supply during periods of low demand thereby resulting in

an imperceptible impact.

Treated waste water, (process waste water, foul water and surface water run-off) will be discharged to

the Glyde River. All discharges from the site will be subject to treatment and monitoring to the

standards specified in the Integrated Pollution Prevention and Control (IPPC) licence. Full

implementation of the mitigation measures outlined in Chapter 13 Water will ensure that residual

impacts are imperceptible.

14.3 Landscape & Visual Impact Interactions

Landscape & Visual and Roads & Traffic

Development of the access roads will result in the removal of vegetation to accommodate

construction. However, the proposed replacement landscape and the fact that the road will be designed

to follow and fit the contours in the landscape will reduce the visual impact of the access road

resulting in an overall slight impact.

Landscape & Visual and Ecology

The proposed development site is located in an area of high ecological value of local importance. The

removal of which will impact on the prevailing landscape of the proposed development.

Overall it is considered that the development will have a significant impact on ecological resources of

the proposed site. However, the retention of habitat around the western and southern perimeter of the

site as well as the area to the east of the site (equating to 22% of the site) in combination with the

planned re-instatement of vegetation around the northern boundary of the site and the proposed access

road will mitigate the impact of the development in part.

Landscape & Visual and Soils, Geology & Hydrogeology

The development will result in a permanent change to the topography of the immediate area. However,

the site will be elevated to the average height across the site of 37 metres OD resulting in an

imperceptible impact on the overall pre-development topography.

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14.4 Noise Interactions

Noise and Roads & Traffic

Traffic using the access road during both the construction and operational phases is not anticipated to

impact significantly on noise levels due to the distance of the nearest sensitive receptor and the

volumes anticipated.

Noise and Ecology

It is likely that activity on the development site, such as noise and movement created by people and

machinery, will generate a certain amount of disturbance to local mammals and birds.

The disturbance, if any, is likely to be limited to the construction phase of the proposed development.

The noise impact was assessed with reference to the low level background noise prevelant in the area. With the implementation of mitigation measures it is anticipated that noise levels during the

operational phase can be reduced to acceptable levels for very quiet areas resulting in an imperceptible

impact on ecology.

14.5 Climate & Air Quality Interactions

Climate & Air Quality and Roads & Traffic

Traffic is not anticipated to impact significantly on local air quality due to the relatively low vehicle

numbers anticipated. The requirement to regularly maintain vehicles and control emissions within

acceptable standards will further mitigate against emission impacts.

Climate & Air Quality and Ecology

During the construction phase the potential exists for the deposition of dust which can impact on

ecosystems in a number of ways. Dust which settles on plants can affect the plants’ transpiration,

respiration and other metabolic activity, by reducing available light, clogging pores and damaging

waxy cuticles on the leaves. In addition, dust can alter soil and water chemistry and structure, which

may have impacts on the composition of plant and invertebrate communities. Dust can also have

direct impacts on insect and other invertebrate populations. However, the implementation of dust

suppression measures including sheeting of vehicles, spraying of roads and wheel washing will

minimise the impact on flora and fauna as a result of dust emissions during the construction of the

proposed development.

The air quality modelling assessment has determined that the annual mean Nitrogen Oxide deposition

to the site and surrounding area during the operational phase will not exceed 4.5ug/m3 which is 15% of

the air quality limit of 30ug/m3

for the protection of vegetation. It is therefore anticipated that

ecological impacts of aerial deposition of nitrogen will be imperceptible.

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14.6 Water Interactions

Water and Ecology

During the construction phase there is a potential for activities to impact negatively on surface water

due to spoil / sediment run-off. However, the mitigation measures proposed, (including sediment

traps) will minimise the risk of such an occurrence.

Assimilative capacity assessments of discharge water to the Glyde River were based on the Salmonid

Regulation limits. It has been determined that discharges from the site are within the limits specified

resulting in an imperceptible impact.

Water and Soils, Geology and Hydrogeology

Run-off from areas of exposed soils during the construction phase can impact significantly on existing

waterways. A field drain, which drains into the River Fane, runs along the southern boundary of the

site. In order to mitigate against potential impacts of the field drain on associated waterways it is

proposed that a sediment trap will be installed on site during the construction phase with run-off being

directed to the Glyde River for discharge.

Embeded mitigation measures in the plant design, including drainage systems, hardstanding, holding

tanks, bunding, monitoring and treatment mitigate against potential contamination of soils and

groundwater during the operational phase of the development.

14.7 Soils, Geology & Hydrogeology Interactions

Soils, Geology & Hydrogeology and Ecology

There is a potential for soil and groundwater to become contaminated as a result of accidental spillages

during the construction phase. Potentially polluting substances will be contained in suitable containers

within bunds in designated areas. The implementation of good construction management practices will

minimise the risk of pollution to soils and groundwater during the construction phase.

It is not intended to abstract groundwater for use in the power plant. Treated foul water may be

percolated to ground following percolation testing to be carried out during the construction phase. A

decision regarding the final destination of treated foul water will be made at the detailed design stage

following site suitability assessments. The foul water will be treated to the appropriate standard to

mitigate against any perceptible impact on groundwater quality.

Embeded mitigation measures in the plant design, including drainage systems, hardstanding, holding

tanks, bunding, monitoring and treatment mitigate against potential contamination of soils and

groundwater during the operational phase of the development.

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Soils, Geology and Hydrogeology and Archaeology, Architecture and Cultural Heritage

As described in Chapter 12 of this EIS, there exists the potential for previously unrecorded findings of

archaeological value to be discovered during the construction phase on the development site and

during the excavation of a trench along the route of the proposed discharge pipe. In the event that

findings of archeological value are made there is the potential for environmental impacts on a number

of media including landscape, water, terrestrial and aquatic ecology. It is inappropriate at this stage to

attempt quantification of these impacts due to the lack of event specific information.

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