Coolough Student Residences | Coolough Student ......Figure 1 Geological Study Area, Application Site Area and Surrounding Features The construction of the accommodation will involve

Document Control Sheet

The report has been prepared for the exclusive use of my client and unless otherwise agreed in writing by Robert Meehan, no other party may use, make use of or rely on the contents of this report. The report has been compiled using the resources agreed with the client and in accordance with the scope of work agreed with the client. No liability is accepted by Robert Meehan for any use of this report, other than the purpose for which it was prepared. Robert Meehan accepts no responsibility for any documents or information supplied to Robert Meehan by others and no legal liability arising from the use by others of opinions or data contained in this report. It is expressly stated that no independent verification of any documents or information supplied by others has been made. Robert Meehan has used reasonable skill, care and diligence in compiling this report and no warranty is provided as to the report’s accuracy. No part of this report may be copied or reproduced, by any means, without the written permission of Robert Meehan

Client: Montane Developments (Ireland) Limited

Project Title: Proposed Student Accommodation at Coolough Road, Galway, County Galway

Document Title: Soils, Geology, Hydrogeology and Drainage

Document No: 27027 – RM-Geol-A05

Text Pages: 32 Appendices: 25

Rev. Status Date Author(s) Reviewed By Approved By

A01 Draft 11th November 2019 RM ?? dig sig ?? dig sig


A03 Draft 27th

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A05 Draft 8th December 2019 RM ?? dig sig ?? dig sig

Proposed Student Accommodation at Coolough Road, Galway, County Galway

Soils, Geology, Hydrogeology and Drainage

Proposed Student Accommodation at Coolough Road, Galway, County Galway Soils, Geology, Hydrogeology and Drainage

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TABLE OF CONTENTS

SOILS, GEOLOGY, HYDROGEOLOGY AND DRAINAGE ...................................................................... 3

INTRODUCTION .................................................................................................................................... 3

Summary Topographic Setting ................................................................................................. 5

METHODOLOGY.................................................................................................................................... 5

RECEIVING ENVIRONMENT ...................................................................................................................... 7

Site Locality Description ........................................................................................................... 7

Land Use and Drainage............................................................................................................. 7

Topography. ............................................................................................................................. 8

Soils Geology (Topsoil). ............................................................................................................ 8

Subsoils Geology (Quaternary Geology). .................................................................................. 8

Bedrock Geology. ................................................................................................................... 10

Bedrock Geology – Irish Geological Heritage. ........................................................................ 11

Hydrogeology – Aquifer Classification. ................................................................................... 12

Hydrogeology – Groundwater Vulnerability. .......................................................................... 14

Hydrogeology - Groundwater body and status. ..................................................................... 15

Outline, regional conceptual model of the site and its environs, from desk study data. ....... 15

Geological Investigations undertaken into the soil, subsoil and bedrock. .............................. 16

Site specific geological geometry of the site. ......................................................................... 16

Hydrogeology – Site scale groundwater vulnerability. ........................................................... 19

Hydrogeology - Groundwater levels, flow directions and gradients. ..................................... 22

Hydrogeology – Conceptual model. ....................................................................................... 22

POTENTIAL IMPACTS ...................................................................................................................... 24

Construction Phase ................................................................................................................ 24

‘Do-Nothing Scenario ............................................................................................................. 25

‘Worst Case’ Scenario ............................................................................................................ 25

MITIGATION MEASURES ....................................................................................................................... 26


Operational Phase .................................................................................................................. 27

PREDICTED RESIDUAL IMPACTS .............................................................................................................. 28


Operational Phase .................................................................................................................. 28


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PREDICTED CUMULATIVE IMPACTS ..................................................................................................... 28

Cumulative impacts on Soils, Geology, Hydrogeology and Drainage .................................... 29

MONITORING AND REINSTATEMENT MEASURES ........................................................................................ 29

REFERENCES ...................................................................................................................................... 30

APPENDICES

Appendix A Trial Pit Logs

LIST OF FIGURES

Figure 1 Geological Study Area, Application Site Area and Surrounding Features ............................... 3 Figure 2 Proposed Development (Extract from UrbanArq Planning Drawing) ..................................... 4 Figure 3 Subsoils geology map of the site and its environs .................................................................. 9 Figure 4 Bedrock geology of the site and its environs (after www.gsi.ie) .......................................... 11 Figure 5 Aquifer map of the site and its environs (after www.gsi.ie) ................................................. 14 Figure 6 Groundwater Vulnerability Map of the site and its environs ............................................... 35 Figure 7 Depths of topsoil at the trial pit locations at the Coolough Road site .................................. 17 Figure 8 Depths of subsoil (including topsoil) at the trial pit locations at the Coolough Road site .... 18 Figure 9 Regional scale Groundwater Vulnerability Map (GSI, 2008) showing ‘Extreme’ Vulnerability across the entire Coolough Road site ................................................................................................ 20 Figure 10 Revised, field scale groundwater Vulnerability Map of the Coolough Road site. This map takes into account new, field scale mapping carried out as part of the site investigations in 2018....21 Figure 11 Schematic cross section of conceptual model of the Coolough Road site .......................... 23

LIST OF TABLES

Table 1 Glossary of potential impacts following EPA (2002, 2003) Guidance documents. .................. 6 Table 2 Criteria for rating impact magnitude at EIS stage – Estimation of magnitude of impact on soil / geology attribute (NRA, 2009). ........................................................................................................... 7 Table 3 Summary details of trial pits from the Coolough Road site, April 2018. ................................ 16 Table 4 General Groundwater Vulnerability Mapping Guidelines......................................................19


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SOILS, GEOLOGY, HYDROGEOLOGY AND DRAINAGE

INTRODUCTION

Dr. Robert Meehan was initially retained on behalf of the Whitehill Environmental Limited in October 2019. The purpose of the engagement was to undertake a desk study conceptual modelling exercise and hydrogeological risk assessment for a Natura Impact Statement for lands at Coolough Road, Galway, County Galway (Irish National Grid Reference 130000 227222), where it is proposed to construct student accommodation. The full extent of the area which was the subject of the initial investigations is identified in Figure 1 below as a red outline, which is a site covering just over one and a quarter hectares. This is also the full extent of area where intrusive site investigations took place. Through the desk study and investigations undertaken and having regard to other environmental and design considerations a suitable design of the proposed accommodation was subsequently identified for the site, which has resulted in the absence of a basement storey and associated inherent construction mitigation measures. This has also in turn informed the extent and level of detail of this second phase report on soils, geology, hydrogeology and drainage (again for site outlined in red below). Because the regional geology has a bearing on the site geology, in this case, the study area is larger than the application site; thus, much of the baseline data presented in this chapter extends beyond the application site itself.

Figure 1 Geological Study Area, Application Site Area and Surrounding Features

The construction of the accommodation will involve the conversion of the now ‘green-field’ site to a set of residential ‘cluster blocks’, which will have a floor level constructed in the majority at either just above or just below existing ground level. In detail, the accommodation comprises a Student Housing development comprising 2 no. blocks ranging in height from 1 to 4 storeys, providing a total of 255 no. single bedrooms (of which 5 will be


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accessible bedrooms) divided into 38 no. clusters. Ancillary student facilities to include student communal laundry (c.110.39 sq.m), student gym/fitness centre (c.133.98 sq.m), reception/security area (c.109.11 sq.m), student common/seminar area (c.183.73sq.m). There will be provision of 8 no. car parking spaces, 280 no. bicycle parking spaces, 3 no. motorcycle parking spaces, and coach drop off (with bus shelter). Bin stores, plant areas, switch room, ESB sub-station, and a gas skid will be included. Access to be provided from Coolough Road at the west. Pedestrian crossing infrastructure at Dyke Road and Coolough Road will be provided. All associated site development works, including landscaped areas, boundary treatments, drainage works, lighting; site services and infrastructure, will be provided. There will be no basement at the site, and the foundation level will be set just below existing ground level (see accompanying Sections A-A to E-E), in either the topsoil or subsoil, with only a small proportion of the area of the proposed development excavated into bedrock (‘epikarst transition zone’, after Harned and Daniel, 1992). Surface water from the site will be dealt with via permeable paving, gulleys and rainwater downpipes which will collect rainwater and transfer it to a hydrocarbon interceptor prior to discharging to a new underground attenuation system. This attenuation system will then reconnect back to the public system via a flow control device (to limit the discharge to 2.74 l/s). The surface water will discharge via gravity into the existing public sewer manhole located outside the site in the adjacent Crestwood Housing Estate. Wastewater from the development will be diverted to the main Galway Sewage Treatment Plant at Mutton Island. A summary drawing of the proposed completed site follows in Figure 2.

Figure 2 Proposed Development (Extract from UrbanArq Planning Drawing)


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Summary Topographic Setting

The Coolough Road site sits in the southwestern shoulder of a high ridge which rises to just over 65m elevation AOD (Figure 1). The site is situated directly east of (and across the road of) the Lough Corrib SAC, which is of major conservation importance and includes twelve habitats listed on Annex I of the EU Habitats Directive. The land on the Coolough Road site is at a similar elevation as the Lough Corrib SAC adjacent to it.

METHODOLOGY

The initial desk study investigations commissioned were to characterise the detailed three-dimensional soils, subsoils and bedrock geology of the landholding, as well as resultant interpreted hydrogeology, in October 2019. The resulting geological and geotechnical report provided the resultant description of the geological character of the lands, and detailed the nature, extent and complexity of the geological material from the surface downwards through the mineral subsoil to the bedrock. As part of this desk study mapping and modelling exercise, no field investigations were undertaken.

However, following discussions with the project partners, it was realised that there had been field investigations undertaken across the site, in April 2018, in the form of trial pits into the topsoil and subsoil. The data from the initial desk study report, as well that from the geotechnical trial pit investigations, and a field walkover conducted in early November 2019, forms the basis for the description of the soils, geology, hydrogeology and drainage aspects outlined within this current chapter.

Overall therefore, the results of the desk study, visual assessment of the site, groundwater level analysis and trial pit analysis have been collated to conclude that the lands could be used for the construction of the student accommodation, as well as the associated drainage scheme, and assert that there will be no detrimental impact on the soils and subsoils geology, or hydrogeology and drainage on the site, from the constriction of same.

The appraisal methodology for the EIS is completed in accordance with the Environmental Protection Agency (EPA) document ‘Guidance on the Information to be contained in Environmental Impact Statements’ (EPA, 2002), the Institute of Geologists of Ireland (IGI) publication ‘Guidelines for the Preparation of Soils, Geology and Hydrogeology Chapter of Environmental Impact Statements’ (2013) and the EPA document entitled ‘Advice Notes on current practice in the Preparation of Environmental Impact Statements’ (2003) classification of environmental impacts. In addition, the document entitled ‘Guidelines on Procedures for Assessment and Hydrogeology for National Road Schemes’ by the National Roads Authority (NRA, 2009) is referenced where the methodology for assessment of impact is appropriate.

The rating of potential environmental impacts on the soils and geology environment is based on Table 1 following which takes account of the quality, significance, duration and type of impact characteristic identified.


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Impact characteristic

Term Description

Quality

Positive A change which improves the quality of the environment

Neutral A change which does not affect the quality of the environment

Negative A change which reduces the quality of the environment

Significance

Imperceptible An impact capable of measurement but without noticeable consequences

Slight An impact which causes noticeable changes in the character

Impact

Moderate An impact that alters the character of the environment in a manner consistent with existing and emerging trends

Significant An impact, which by its character, magnitude, duration or intensity alters a sensitive aspect of the environment

Profound An impact which obliterates sensitive characteristics

Short term Impact lasting one to seven years

Duration

Medium-term Impact lasting seven to fifteen years

Long-term Impact lasting fifteen to sixty years

Permanent Impact lasting over sixty years

Temporary Impact lasting for one year or less

Cumulative The addition of many small impacts to create one larger, more significant impact

Type

‘Do Nothing’ The environment as it would be in the future should no development of any kind be carried out

Indeterminate When the full consequences of a change in the environment cannot be described

Irreversible When the character, distinctiveness, diversity, or reproductive capacity of an environment is not permanently lost

Residual Degree of environmental change that will occur after the proposed mitigation measures have taken effect

Synergistic Where the resultant impact is of greater significance than the sum of its constituents

‘Worst Case’ The impact arising from a development in the case where the mitigation measures may substantially fail

Table 1 Glossary of potential impacts following EPA (2002, 2003) Guidance documents.

In the EIS assessment, consideration is given to both the importance of an attribute and the magnitude of the environmental impacts of the proposed activities on that cited attribute. These impact ratings presented in below are in accordance with impact assessment criteria provided in the EPA (2002) publication.

The duration of each impact is considered to be either temporary, short-term, medium term, long-term, or a permanent impact. Temporary impacts are considered to be those which are construction related and last less than one year. Short term impacts were seen as impacts lasting one to seven years; medium-term impacts lasting seven to fifteen years; long-term impacts lasting fifteen to sixty years; and permanent impacts lasting over sixty years.


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The NRA criteria for rating the magnitude and significance of impacts at EIA stage on the geological related attributes are also relevant in determining impact assessment and area presented in Table 2 below.

Magnitude of Impact

Criteria Typical Examples

Large Adverse

Results in loss of attribute Loss of high proportion of future quarry or pit reserves

Moderate Adverse

Results in impact on integrity of attribute or loss of part of attribute

Loss of moderate proportion of future quarry or pit reserves

Small Adverse

Results in minor impact on integrity of attribute or loss of small part of attribute

Loss of small proportion of future quarry or pit reserves

Negligible

Results in an impact on attribute but of insufficient magnitude to affect either use

or integrity

No measurable changes in attributes

Minor Beneficial

Results in minor improvement of attribute quality

Minor enhancement of geological heritage feature

Moderate Beneficial

Results in moderate improvement of attribute quality

Moderate enhancement of geological heritage feature

Major Beneficial

Results in major improvement of attribute quality

Major enhancement of geological heritage feature

Table 2 Criteria for rating impact magnitude at EIS stage – Estimation of magnitude of impact on soil / geology attribute (NRA, 2009).

RECEIVING ENVIRONMENT

Site Locality Description

The site is located on the northern outskirts of Galway City, approximately 2 kilometres from the city centre, in central County Galway, at elevations between approximately 22-27 mAOD, and is bounded by a third class road at the west (the Coolough Road, see Figure 1). There are no surface watercourses around the site.

Land Use and Drainage

Currently the site itself is covered by semi-natural grassland, used occasional for stock grazing. Some scrub encroaches onto the northeastern and southeastern edges of the site, owing only to poor maintenance of hedgerows there.

The site is dry, and hosts no drainage ditches along any of the hedgerows on and around it. There are no wetland indicators (rushes, willow, alder, iris, meadowsweet) anywhere across the site area, or on the surrounding land. Pockets of poached or compacted ground are absent. Drainage is therefore interpreted to primarily be vertically-downward, through topsoil and subsoil to bedrock, with ready infiltration present owing to well drained land, and only occasional runoff during heavy rainfall events.


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All indications therefore suggest that rainfall recharges the groundwater through infiltration through the soils and subsois across the site, and that excess runoff from the site is not an issue.

Topography.

The area around the site comprises ridged topography which is comprised of linear and quasi-linear ridges and hummocks which characterise the northeastern edge of the mid-Galway limestone terrain. In this locality, varying depths of boulder clay and/or sands and gravels overlie the limestone, with the pure bedded limestone bedrock still controlling the geology and hydrogeology to a high degree.

Soils Geology (Topsoil).

According to the An Foras Taluintais General Soils Map (Gardiner and Radford, 1980) the region containing the subject site has a relatively complex soils geology. This area of Ireland is characterised by soils of Soil Association 33. This association includes soils which are dominated by shallow brown earths and rendzinas (60% of the land area of this category). Shallow brown earths and rendzinas are shallow, well drained, basic mineral soils, which are of gravelly loam texture and are excessively well drained, owing to the fact that they rest either directly on limestone bedrock or are hosted within thin, bouldery glacial till. These soils are usually no more than 0.45m deep. Within this association, 25% of the land area is generally underlain by grey brown podzolic soils, where the limestone till is deeper and some leaching of clay to the ‘B’ horizon has taken place. These are deep, well drained, basic mineral soils. In hollows within the landscape, gleys and peats occupy the final 10% and 5% of the land surface respectively. Both of the soils are saturated, with the gleys being mineral and the peats being organic in composition. The site is specifically mapped as being underlain by deep, well drained mineral soils derived mainly from calcareous parent material (Teagasc/EPA, 2006a). A narrow strip of shallow soil derived from the same parent materials occurs along the northern portion of the site (and extending to the north of the application site), where the slope is steeper.

The majority of the soils within this subject site are therefore expected to be well drained mineral soils. From this, any subsoil on the site is likely to be of moderate permeability, with a low likelihood of surface water runoff and/or impeded vertical drainage. Only those soils in the basal zones of hollows in this general area are the only portions of land suffering from water-saturated soils.

Subsoils Geology (Quaternary Geology).

The Quaternary period extended from 1.6 M.A to present day. During this period great Ice Ages took hold in Ireland, the last of these extending from 73,000 years BP until 10,000 years BP.

General information concerning the Subsoil (Quaternary) Geology is contained in the Geological Survey of Ireland (GSI) publication “Geology of Galway Bay” (2004). There were several phases of ice flow affecting County Galway. Within these phases, ice flowed from a number of different centres.


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The ice from the northeast would have been the last ice to cross over the site as the existing glacial landforms indicate that ice flow direction during the Last Glacial Maximum was approximately southwesterly across mid Galway. Following this there was a period of deglaciation, when waterlain glaciofluvial sediments were deposited. Since deglaciation ended, a period of post-glacial geological processes has continued until the present day, where natural landscape processes in Ireland are dominated by the action of water.

Glacial deposits in this area of Galway are often thin, with little or no glacial cover to the north of the site at the Coolough Road. Where glacial debris is found, it generally consists of tills (boulder clays), which were deposited at the base of the moving ice.

Figure 3 Subsoils geology of the site and its environs

The powerful glacial activity has therefore moulded and sculpted the macro-scale landscape character in this area. Ice moved out of north central Galway, flowing southwestwards towards Galway Bay, and offshore, while sculpting and planing the pure limestone bedrock. In many areas this bedrock was scraped clean of overburden, whereas in others thousands of tonnes of limestone material was crushed, bulldozed and redeposited as till (boulder clay). This debris overlying the bedrock is more common in northeast County Galway, and generally shallows towards the south and southwest. The Coolough Road site also lies in a transitional area between relatively deep glacial sediments around Galway City, where drumlins are in evidence, and limestone outcrop to the north and northeast of there. The subsoil material at the Coolough Road site forms only a thin veneer of soft sediment on top of the limestone bedrock, expressed as gentle terrain. This material is till, deposited at the base of the ice during the Ice Age. During the advancement of the glaciers, the weight and pressure of the ice broke the bedrock upon which the glaciers moved and ground it down to particle sizes ranging from


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boulders to clay. This material was bulldozed off and smeared by the advancing ice on the pre-existing bedrock. This material is therefore unsorted, cohesive and consolidated reflecting its crushing, smearing depositional process at the base of the ice. According to the Teagasc/EPA subsoil map (Teagasc/EPA, 2006b), the tills at the Coolough Road are comprised of till derived chiefly from Lower Carboniferous limestone (TLs). This subsoil will generally have a SILT texture, as the limestone, when crushed mechanically by glacial ice, breaks down to a SILT texture. Consequently, the permeability of this material is generally moderate. To the west, north and northeast of the site much of the land surface has had little or no subsoil deposited on it, and bedrock is at or within 1m of the surface, cropping out extensively at certain localities. It should also be noted that within the landscape around the Coolough Road site, particularly to the south and west, the till lithology changes, and till derived from granite is in evidence. This granite has been dragged across the area by glacier ice in early glaciations, and deposited on top of the local bedrock (Figure 3). Further from this, in the lower, flatter areas west of the site, along the River Corrib, alluvium has been deposited by floodwaters over the millennia. Much of the land around the site, having been sealed by concrete and/or hardstand, is mapped on the subsoil map as ‘Made’ ground. Though currently covered by pasture, the scale of this map means that the site itself has also been mapped as ‘Made’ ground (see Figure 3).

On a regional basis, in general it would be interpreted that depths of subsoil in the area of the site are of relatively shallow depth (<3m, Galway County Council Groundwater Protection Scheme Map).

Bedrock Geology.

The bedrock geology underlying the site is discussed in the GSI publication “Geology of Galway Bay” (2004), as well as on Geological Survey Ireland’s web viewer (www.gsi.ie). The 1:100,000 scale bedrock geology map of the area (Sheet 14) indicates that the subject site is underlain entirely by rocks of the Burren Formation (BU). These were deposited during the Lower Carboniferous Period (359 to 310 million years ago). The rocks comprise pale, grey, clean skeletal limestones, with rare interbeds of thin shales, and this formation is therefore classified overall as pure, bedded limestone. The Burren Formation rocks are highly fossiliferous with crinoids, sponge spicules and foraminifera particularly common. Typically the limestones are pale-grey and thickly bedded to massive, but there are also intervals that are darker grey, medium-bedded and cherty. In general they are between 370m and 390m thick.


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Figure 4 Bedrock geology of the site and its environs (after www.gsi.ie)

Bedrock Geology – Irish Geological Heritage.

The Irish Geological Heritage (IGH) Programme in GSI complements other nature conservation efforts of the last decade, by assessing Ireland’s geodiversity. Geodiversity is the foundation of the biodiversity addressed under European Directives on habitats and species by the designations of Special Areas of Conservation (SAC) and more recently on a national scale by the introduction of Natural Heritage Areas (NHA) as the national nature conservation method. As a targeted conservation measure to protect the very best of Irish geology and geomorphology the IGH Programme fills a void which has existed since the abandonment of the Areas of Scientific Interest scheme, listed by An Foras Forbartha in 1981.

The IGH Programme does this by identifying and selecting the most important geological sites nationally for designation as NHAs. It looks at the entire spectrum within Irish geology and geomorphology under 16 different themes:

IGH THEMES

1. Karst 2. Precambrian to Devonian Palaeontology 3. Carboniferous to Pliocene Palaeontology 4. Cambrian-Silurian 5. Precambrian 6. Mineralogy 7. Quaternary 8. Lower Carboniferous 9. Upper Carboniferous and Permian 10. Devonian


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11. Igneous intrusions 12. Mesozoic and Cenozoic 13. Coastal geomorphology 14. Fluvial and lacustrine geomorphology 15. Economic geology 16. Hydrogeology

A fundamental approach is that only the minimum number of sites necessary to demonstrate the particular geological theme is selected. This means that the first criterion is to identify the best national representative example of each feature or major sequence, and the second is to identify any unique or exceptional sites. The third criterion, identifying any sites of International importance, is nearly always covered by the other two.

Designation of geological NHAs will be by the GSI’s partners in the Programme, the National Parks and Wildlife Service (NPWS). Once designated, any geological NHAs will be subject to normal statutory process within the County Cork Planning Department and other relevant divisions. However, compared to many ecological sites, management issues for geological sites are generally fewer and somewhat different in nature.

From a national perspective, as a result of extensive comparison of similar sites to establish the best among them, there is now a good knowledge of many other sites, which are not the chosen best example, but which may still be of national importance. Others may be of more local importance or of particular value as educational sites or as a public amenity. All these various important sites are proposed for County Geological Site (CGS) listing in the County Development Plan.

Currently, in 2019, a Master List of candidate CGS and NHA sites is being used in GSI, originally compiled with the help of Expert Panels for all the 16 IGH themes, for the majority of counties. For several themes, the entire process has been largely completed and detailed site reports and boundary surveys have been completed along with a Theme Report.

Between 2017 and 2019, one hundred and thirty four County Geological Sites have been formally identified in County Galway, with many considered to be of national importance and been put forward as a potential Geological Natural Heritage Area (NHA). This follows a comprehensive Irish Geological Heritage Audit of the county (Meehan et al., 2019).

The Coolough Road locality has not been designated a County Geological Site or part of a County Geological Site as part of this Irish Geological Heritage (IGH) Programme by the GSI.

Hydrogeology – Aquifer Classification.

Groundwater is defined as water that moves through and is stored within sub-terrain geological strata. The aquifer potential of a bedrock unit is determined by the groundwater productivity, and the productivity is determined based on hydraulic characteristics compiled from borehole data throughout the country. An aquifer map was published by the GSI as part of the characterisation of the Western River Basin District for the EU Water Framework Directive. The limestones of the Burren Formation are highly permeable and productive. The aquifer map therefore indicates that the Burren Formation is classified as a Regionally Important Bedrock Aquifer (Rkc, see Figure 5), where groundwater flow is through enlarged fracture and fissure conduits in the kastified bedrock, and groundwater yields


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available from the limestone rocks within the succession are generally productive on a regional basis. ‘Karstification’ is the process whereby limestone is slowly dissolved away by percolating waters. It most often occurs in the upper bedrock layers and along certain fractures, fissures and joints, at the expense of others. Karstification frequently results in the uneven distribution of permeability through the rock, and the development of distinctive karst landforms at the surface (e.g. swallow holes, caves, dry valleys), some of which provide direct access for recharge/surface water to enter the aquifer. The landscape is characterised by largely underground drainage, with most flow occurring through the more permeable, solutionally-enlarged, interconnected fissure/conduit zones, which may be several kilometres long. Groundwater velocities through fissures/conduits may be high and aquifer storage is frequently low. Groundwater often discharges as large springs (>2,000 m3/d), which range from regular and dependable to highly variable (‘flashy’). There is strong interconnection between surface water and groundwater. The degree of karstification ranges from slight to intense. GSI recognises two types of karst aquifer: those dominated by diffuse flow (Rkd ) and those dominated by conduit flow (Rkc ). As above, the bedrock aquifer beneath the Coolough Road site locality is dominated by conduit flow. A number of karst features are recorded in the area around the Coolough Road site in Geological Survey Ireland’s karst database. These are all at least 1,500m to the east, and include some caves, a swallow hole and some springs (Figure 5). In 2017, site investigations for the proposed M6 ‘ring’ road bypassing Galway City uncovered a deep, buried valley beneath the townland of Coolough, just over 1 kilometre north of the current site. This feature is a depression of 100m vertical depth below surface, 100 m in width, and approximately 300 m long, and has been infilled with a variety of unconsolidated sediments by natural depositional processes. Despite the presence of this, and other nearby karst features, no dye tracing has been conducted in the general locality around the Coolough Road site. Thus, exact groundwater flow directions are unknown, but they are assumed to be towards the southwest, towards the River Corrib. The Groundwater body summary sheet, produced by the GSI for the Clare-Corrib Groundwater Body, states that, using data from sixty wells located in the body, 59% are either “excellent” (>400 m3/d) or “good” (100-400 m3/d) in terms of yield, and 23% are either “poor” (<40 m3/d) or “failed”. The remainder are “moderate” (40-100 m3/d), and the median yield is 131 m3/d. Tracer test data from the entire groundwater body area illustrate anisotropy in transmissivity, with higher east-west transmissivity. The bedrock layers are highly calcareous, and the water is generally very hard. As a result, karst feature abound throughout the rest of the area of the Groundwater Body. A well search was conducted using the Geological Survey of Ireland well database within a 5 kilometre radius of the site at the Coolough Road. Fourteen wells in this zone had entries in the database.


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Figure 5 Aquifer map of the site and its environs (after www.gsi.ie); the map also includes mapped karst feature localities

Hydrogeology – Groundwater Vulnerability.

Groundwater vulnerability is a term used to represent the intrinsic geological and hydrogeological characteristics that determine the ease with which groundwater may be contaminated by human activities. The vulnerability category is based on the relative ease with which infiltrating water and potential contaminants may reach groundwater in a vertical or sub-vertical direction. The permeability and thickness of the subsoil, which influence the attenuation capacity of subsoil, are important aspects in determining the vulnerability of groundwater. A groundwater protection scheme has been completed at a scale of 1:40,000 for County Galway by Geological Survey Ireland, and the groundwater vulnerability of the area around the Coolough Road site has been determined on a precise empirical basis. With respect to depth-to-bedrock, the site is situated in an area of ridges comprised of (generally) only a few metres of sediment. The bedrock outcrops to the west are a few hundred metres away from the site. Thus, the depth-to-bedrock at the Coolough Road site is interpreted to be between 1m and 3m thick. With such a depth-to-bedrock, the groundwater vulnerability is interpreted to be ‘Extreme – Bedrock at or near surface, or karst’.

http://www.gsi.ie/


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Figure 6 Groundwater Vulnerability map of the site and its environs (after www.gsi.ie)

Hydrogeology - Groundwater body and status.

The descriptions of groundwater bodies throughout Ireland are available from the GSI website: www.gsi.ie and the ‘status’ is obtained from the Water Framework Directive website: www.wfdireland.ie/maps.html.

The subject site and the surrounding localities are located within the Galway East Groundwater Body which is categorised at ‘Good Status’ yet ‘Probably at Risk’ (1b) by the EPA due to the risk imposed on the groundwater due to pressure from urban areas (including, potentially, contaminated land).

Outline, regional conceptual model of the site and its environs, from desk study data.

From the above, and from examining desk study data only, the site would be expected to have well drained, generally relatively shallow topsoils, and relatively shallow subsoils which would be expected to be less than 3 m deep across the site area.

The site is expected to be underlain by bedrock of the Burren Formation limestone across the entirety of it’s extent. This bedrock is classified as a Regionally Important, Karstified, Bedrock Aquifer, which is dominated by conduit flow. Groundwater Vulnerability is classified at the 1:40,000 scale as ‘Extreme – Bedrock at or near surface, or karst’, based on an associated interpreted depth to bedrock of between 1m and 3m across the majority of the site.

http://www.gsi.ie/


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Geological Investigations undertaken into the soil, subsoil and bedrock.

Intrusive site investigations, comprising trial pitting, were carried out by D Fallon Consulting Engineers, at the Coolough Road site, on 6th April 2018. A summary of the trial pits and boreholes on the site is shown in Table 3.

Pit Number ‘X’ co-ordinate (Irish National

Grid)

‘Y’ co-ordinate (Irish National

Grid)

‘Z’ co-ordinate (mAOD)

Depth to bedrock (mbgl)

Depth of pit (mbgl)

TH1 129955 227311 23.5 >2.3 2.3

TH2 129966 227286 24.5 >1.7 1.7

TH3 129951 227274 25.0 >1.9 1.9

TH4 129958 227242 26.3 >1.5 1.5

TH5 129956 227224 27.8 0.1 0.1-0.3

TH6 129998 227244 24.7 >1.8 1.8

TH7 130013 227220 24.8 >1.8 1.8

TH8 129969 227194 25.6 >1.8 1.8

TH9 129953 227177 25.6 >1.9 1.9

TH10 129934 227154 25.1 >1.7 1.7

Table 3 Summary details of trial pits from the Coolough Road site, April 2018.

Trial pitting - summary

Trial pits were dug using a Daewoo Track Machine Excavator.

All subsoils encountered were described in accordance with the British Standards Institution Code of Practice for Site Investigations (BS 5930, 1999).

Based on the materials logged from the 10 no. trial pits dug within the application site, the subsoil material across the west central portion of the site is very shallow, just hosting a thin, 0.3m deep topsoil layer above bedrock. The subsoil across the rest of the site is seen to be relatively consistent, as seen from the trial pit logs, and varies in depth across that area between (at least) approx. 1.5m and 2.3m.

Detailed logs of each of the trial pits excavated on the application site are shown in Appendix A.

Site specific geological geometry of the site.

Soils Geology (Topsoil).

The trial pits allow detailed data on topsoil depths to be gleaned at certain localities across the site. These are shown in Figure 7.

The topsoil across the application site, is interpreted as a well drained brown earth of high base status in the majority of pits. Some more restricted localities of rendzina topsoil occur (e.g. trial hole 5). In general the topsoil is of organic loam to loam texture.

The topsoil is seen to be at least 0.1m deep across the entirety of the site, and is in general at least 0.3m deep. Topsoil depths seem to deepen in the southern and central portions of the site locality, where they are seen to be at least 0.5m deep across a broad zone.


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Figure 7 Depths of topsoil at the trial pit locations across the Coolough Road site

Subsoils Geology (Quaternary Geology) and Depth to Bedrock.

The trial pits allow detailed data on subsoil depths to be assembled at certain localities across the application site. These are shown in Figure 8.


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The subsoil across the site is described as grey sandy gravel with cobbles and small boulders (see Appendix A).

The subsoil is seen to be at least 1.5 m deep across the majority of the application site, though no subsoil is in evidence where bedrock is within 0.1 m of the surface at the location of trial pit 5 (TH5). None of the trial pits dug through subsoil refused at bedrock, and thus all depths shown in Figure 8 are minimum depths to bedrock.

Figure 8 Depths of subsoil (including topsoil) at the trial pit locations across the Coolough Road site.


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Hydrogeology – Site scale groundwater vulnerability.

Groundwater vulnerability is dictated by the nature and thickness of the material overlying the uppermost groundwater ‘target’. This means that vulnerability relates to the thickness of the unsaturated zone in the sand/gravel aquifer, and the permeability and thickness of the subsoil in areas where the sand/gravel aquifer is absent. A detailed description of the vulnerability categories can be found in the Groundwater Protection Schemes document (DELG/EPA/GSI, 1999) and in the draft GSI Guidelines for Assessment and Mapping of Groundwater Vulnerability to Contamination (Fitzsimons et al., 2003).

It is known that depth to bedrock across the application site varies from being greater than 2.3 m in some localities in the northern portion of the site to 0.1 m at the western edge of the site, close to the road, where bedrock is effectively at the surface.

At a site specific level, where subsoil thicknesses are less than 3 m, as at the Coolough Road site, bulk permeability becomes less relevant in mapping vulnerability. This is because infiltration is more likely to occur through ‘bypass flow’ mechanisms such as cracks in the (relatively shallow) subsoil, and a more pronounced and exaggerated influence of the ‘transition zone’ at the top of the competent bedrock. Based on the general depth to bedrock, a vulnerability classification of “extreme” is assigned in these areas of shallower subsoil.

Table 4 General Groundwater Vulnerability Mapping Guidelines.

As outlined above, the regional scale groundwater vulnerability map for the application site, and thus the application site, as mapped by the GSI for Galway County Council as part of the Galway Groundwater Protection Scheme (2007), is completely dominated by ‘extreme’, ‘vulnerability, as


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only the presence of rock outcrops adjacent to the site were taken into account in the GSI Vulnerability Mapping. This map is shown previously as Figure 6, and a site scale rendition of this map is also reproduced as Figure 9 following.

Figure 9 Regional scale Groundwater Vulnerability Map (GSI, 2008) showing ‘Extreme’ Vulnerability across the entire Coolough Road site.

Given this, and the fact that the intrusive Site Investigations were carried out in 2018 on the site, the Groundwater Vulnerability Map for the area was revised and a field-scale Groundwater Vulnerability Map has been derived. This is shown in Figure 9 and utilises site specific, field scale mapping of bedrock outcrops, hand auger sampling points, and trial pit data (Appendix A), as well as topographic interpretation and point data interpolation. Changes to the mapping to that previously conducted by GSI can be clearly seen on the new map, whereby only a very small locality at the western end of the site is classified as ‘Extreme – X’ vulnerability (the regional map above has such a portion at the southern extreme of the site only, as ‘Extreme – X’).


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In the above, and as shown in Figure 10, depth to rock and depth to the water table interpretations are based on the available field-scale data cited above. However, depth to bedrock can vary significantly over short distances. As such, even the field-scale vulnerability mapping provided will not be able to anticipate all the natural variation that occurs in a restricted area. Exact, locality-based classifications may change during the excavation of the proposed student accommodation foundations on the site, as with any other excavation. From this, in designing the proposed student accommodation, the ideology of environmental protection, and in particular groundwater protection, was kept at the forefront of considerations, and the existing ground was to be left undisturbed in the majority of the eventual construction scheme.

Figure 10 Revised, field scale groundwater Vulnerability Map of the Coolough Road site. This map takes into account new, field scale mapping carried out as part of the site investigations in 2018.


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Hydrogeology - Groundwater levels, flow directions and gradients.

The limestone bedrock beneath the site is karstic, as evidenced by the regional scale mapping of the bedrock by GSI, and the resultant aquifer classification. As such, fissures and conduits are expected to dictate flow patterns, directions and rates. These vary in space and may also vary in time in line with different hydro-meteorological conditions.

General topographic and drainage considerations suggest that groundwater flow under the subject site will generally be from east to west. It has to be assumed that the river water of the River Corrib west of the site is a regional base level. To establish flow directions and travel times, and to understand the flow regimes, hydrogeological mapping of groundwater levels would be required, and these would require monitoring over time, given the karstic nature of the bedrock subsurface.

No groundwater was met in any of the trial pits dug across the site (see Appendix A) and both the land around the lower, western slopes of the ridge hosting the site (across the road), as well as the subsoil and bedrock cliff faces around this area are free of seeps. No springs or seeps are shown here on the six inch Ordnance Survey maps of the nineteenth century either. Therefore the groundwater level under the site, and within the bedrock, is expected to be greater than 10m from surface. As there are no seeps around the subsoil and bedrock exposures west of the site, the groundwater is expected to discharge subaqueously, into the adjacent river water.

Therefore, groundwater flow is expected to be downslope towards the west and southwest, at a depth greater than 10m from the land surface, across the application site, and therefore completely within the bedrock. No assertions can be made about the groundwater flow gradient, in the absence of site specific, deep, groundwater level data.

Groundwater velocities through fissures/conduits in this aquifer may be high. Aquifer storage is frequently low in karstified bedrock aquifers. Storage and permeability within the aquifer may be enhanced by the presence of dolomitised limestones in places. As well as this, flow through this aquifer may be comprised of both diffuse and conduit flow in localised zones.

It should be noted that no dissolution features, karstic hollows or water inflow/outflow features were observed around the immediate vicinity of the proposed borrow pit within the site during detailed field mapping in early November 2019.

Hydrogeology – Conceptual model.

The current understanding of the geological and hydrogeological situation on the Coolough Road site is given as follows:

The site is underlain by limestone bedrock, which is classified as a Regionally Important Karstic Aquifer, which is characterised by conduit flow (Rkc).

The aquifers are overlain across the majority of the locality by relatively shallow soil and subsoil which is a glacial till of varying depths.

The limestone has a well developed fracture system, which has undergone karstification in places.

The area around the application site has no surface streams or drainage ditches, pipes or channels.

The soil and subsoil across the site is well drained, with the shallow till subsoil of ‘moderate’ permeability.


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This subsoil is absent at the western extreme of the site, close to the road, , where bedrock is at or just below the surface, but is intensely variable in terms of depth across the site, in some places at the north of the site almost 3m+ thick.

All of the above characteristics suggest that recharge to groundwater occurs readily across the entire site.

The groundwater levels beneath the site are expected to be at least 10m below ground level.

The saturated aquifer thickness at the site is unknown.

Groundwater flow through the site, and through the soils, till subsoil, epikarst transition zone and competent bedrock, can conceptually be accepted to be from the higher ground to the east and northeast, towards the west and southwest, broadly following topography.

The precise pathway of groundwater flow in the limestone under site, as well as the flow depth and natural hydraulic gradient, is not known. Groundwater gradients within the pure unbedded limestones in this region are generally low, around 0.001-0.002. (Wright and Gately, 2002).

The permeability of the aquifer under the site can not be estimated.

From these studies, transmissivity in the pure unbedded limestones can range up to a few thousand m2/d (right and Gately, 2002). Using 60 wells located in the adjacent Clare-Corrib Groundwater Body, 59% are either “excellent” (>400 m3/d) or “good” (100-400 m3/d), and 23% are either “poor” (<40 m3/d) or “failed”, with the remainder “moderate” (40-100 m3/d). The median yield here is 131 m3/d.

The groundwater vulnerability is ‘extreme’ across the site, owing to the presence of shallow soil and till subsoil.

A schematic cross sectional conceptual model for the site and its environs is shown in Figure 11.

Figure 11 Schematic cross section of conceptual model for the Coolough Road Site.


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Limitations to the conceptual model mainly lie with a lack of information on depth to water table across the entire site and the area around it, as well as on detailed aquifer properties such as permeability, transmissivity and porosity.

POTENTIAL IMPACTS

Construction Phase

The proposed development will comprise the conversion of the now ‘green-field’ site to a set of residential ‘cluster blocks’, which will have a floor level constructed in the majority at either just above or just below existing ground level. In detail, the accommodation comprises a Student Housing development comprising 2 no. blocks ranging in height from 1 to 4 storeys, providing a total of 255 no. single bedrooms (of which 5 will be accessible bedrooms) divided into 38 no. clusters. Ancillary student facilities to include student communal laundry (c.110.39 sq.m), student gym/fitness centre (c.133.98 sq.m), reception/security area (c.109.11 sq.m), student common/seminar area (c.183.73sq.m). There will be provision of 8 no. car parking spaces, 280 no. bicycle parking spaces, 3 no. motorcycle parking spaces, and coach drop off (with bus shelter). Bin stores, plant areas, switch room, ESB sub-station, and a gas skid will be included. Access to be provided from Coolough Road at the west. Pedestrian crossing infrastructure at Dyke Road and Coolough Road will be provided. All associated site development works, including landscaped areas, boundary treatments, drainage works, lighting; site services and infrastructure, will be provided. There will be no basement at the site, and the foundation level will be set just below existing ground level (see accompanying Sections A-A to E-E), in either the topsoil or subsoil, with only a small proportion of the area of the proposed development excavated into bedrock (‘epikarst transition zone’, after Harned and Daniel, 1992). The site is located on an elevated ridge from which views of the northern fringe of Galway City are attained.

Site investigations undertaken at the site show the existence of some weathered rock material beneath the subsoil layer on parts of the site. The activity at the site will comprise the extraction of portions of topsoil and subsoil material, and a very small amount of bedrock. This latter element will involve a limited amount of rock-breaking, and it should be noted that rockbreaking will not be required across over 95% of the site area.

All of the extracted topsoil will be retained on the site for use in landscaping and remediation of the site following completion of the construction phase. This is described in more detail in the enclosed Construction Management Plan.

In the course of the works it is estimated that there will be an approximate 5% loss of the usable topsoil and subsoil material due to the nature of handling such material.

In extraction, the existing topsoil layer (approx. 300 mm - 500 mm) will be removed from phased working areas. The subsoil material from the phased working areas will then be removed from the ground using a mechanical excavator. No blasting shall be employed in the removal of topsoil and subsoil and any rock removed following breaking shall only be removed using a mechanical excavator.

Any topsoil stockpiles will likely only store a maximum of 300m3 of topsoil at any one time

(depending on the exact sequence of works).


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The maximum dimensions of any stockpiles shall be 3m in height, approximately 10m deep and approx. 10m long. On this basis, it is estimated that there should be no more than 2 No. stockpiles of topsoil. These will be situated at the southern extreme of the site, on the slightly higher and drier ground there.

The stockpiles will be formed so that they do not hold ponds of water on the surface and the stock piles will be rolled or tamped smooth such that the upper layer will resist water ingress into the material below. Where the spoil is wet, it may be spread to allow air drying during periods of dry weather.

All works will be carried out under the supervision of suitably experienced and competent overseers. All personnel on site will be informed of all ground conditions to be expected on site and made aware of any mitigation measure necessary to successfully complete the construction of the project.

During the initial site preparation and construction stage, there will be a significant volume of machinery and equipment at the subject site, including trucks, excavators and screeners. There will be potential for leakage of fuel and oil from these vehicles into the surrounding groundmass, particularly during refuelling operations. The storage of large quantities of fuel or oils on site is not anticipated.

A Construction Management Programme will be implemented by the Principal Contractor for the duration of the construction phase, which will also cover associated and related environmental issues. This will require all potentially polluting material e.g. fuel and oil, be stored in appropriate, bunded containment; that all spills are cleaned promptly; and spill cleanup waste disposed of appropriately, and that all spills are notified to the site manager. Given the site investigations carried out at the site, it is not expected to encounter groundwater during excavation work. Surface water, which may collect in shallow excavations, has the potential to be contaminated with silt or other contaminants and would not be considered suitable for the discharge to surface water bodies without appropriate treatment. Hence, surface water will be discharged to soakaways constructed at two separate localities at the northern end of the site.

Though the above outlines a significant work package to be carried out on-site, there will be little impact to the site as the soil and subsoil material is permeable and as this will not be over-compacted when restoring the site. As well as this, there are no streams, ponds or other water bodies that may be impacted.

‘Do-Nothing Scenario’

If the proposed development does not go ahead, there would be no potential impacts on the soil, subsoil and bedrock geology underlying the subject site, as well as on the hydrogeology.

Occasional pastoral farming would continue as is on the site, and the hedgerows would not be encroached upon. This would have no impact on the underlying substrate, and there would be no change to the environmental profile of the site in relating to Soils, Geology, Hydrogeology and Drainage.

‘Worst Case’ Scenario

The worst case scenario for the environmental profile of Soils, Geology, Hydrogeology and Drainage arising from the development occurs during the construction phase. Contamination of the soils and ground water could be activated by material spillages or oil and fuel spillages during construction activities. Following the NRA criteria for rating the magnitude and significance of impacts on the


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geological and hydrogeological related attributes, the magnitude of impact resulting from the ultimate development is considered to be Negligible.

MITIGATION MEASURES

Construction Phase

There are no watercourses running through the site, however the site is close to the Lough Corrib SAC (Site Code 000297) (approximately 75 m). The Galway Bay Complex SAC / SPA (Site Code 000268) is also within 2 kilometres of the site. While it is acknowledged that there are no watercourses running through the site connecting with Lough Corrib, the probable subsurface groundwater connections means it is important that water quality is protected during the course of the proposed development.

The provision of a properly designed, constructed and maintained drainage system is a fundamental requirement for this project. The maintenance of existing water flows and the prevention of pollution, as a result of sediment runoff, during the construction phase is a key objective particularly with reference to both Natura 2000 sites mentioned above.

The protection of water quality and prevention of pollution events requires a sustained and concentrated input from the contractor with regard to the provision and maintenance of sediment control structures. The drainage system, as it is constructed, must have minimal impact on the existing drainage regime on site.

To minimise surface water impacts on and off-site, best management practices will be adopted for the construction phase of the project. A range of techniques will minimise impacts including:

Undertaking works in compliance with the approved Construction Management Plan (CMP);

Preparation and implementation of ‘Site and Environmental Procedures’ for all areas of work;

Ensuring the design and construction of works do not result in land degradation;

Managing fuels, oil and other chemicals accordingly to appropriate guidelines;

Ensuring that the disposal of excess water is undertaken in compliance with statutory requirements, such as BRE Digest 365 and using general best-practice SUDS principles.

Roadside Drainage Channels

It is proposed to provide perforated pipework parallel to the access road to drain surface water from the site. To ensure that the access track remains free of standing water, the track will be constructed with an appropriate crossfall gradient to ensure drainage to this drainage channel. The channel will convey surface water runoff to soakaway areas at the northern end of the site where runoff may then infiltrate to ground through the thickest depth of subsoils on the site (see Figure 8).

The channels and soakway areas will be designed to convey the surface water runoff from a 1 in 100 year return period event. Prior to installation of the soakaways, infiltration tests to BRE Digest 365 standard must be completed to appropriately design the soakaways.

During the Construction Phase, the proposed pipework and soakaway areas will serve to convey and attenuate flows and remove any potential pollutants from within the water. As there are currently no watercourses or waterbodies across the site, the site can therefore be restored to it’s natural, dry state following completion of the work.


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Sediment Control

The main construction related potential impact on water quality on site is the release of sediments into existing watercourses. Silt and silt laden water/contaminated water can be caused by various construction related activities, such as dewatering and pumping of excavations, run-off from exposed ground, run-off from spoil storage areas, etc. Where runoff water is contaminated with silt or other pollutants such as oil, this water must not be pumped or allowed to flow directly or indirectly into surface waters or groundwater without treatment.

Sediment control will comprise a combination of silt fencing, as well as silt traps and dispersal drains and the required measures will be specifically outlined in a Site and Environmental Procedure Document ‘Protection of Water Quality’.

The use of mitigation measures such as silt traps, silt fencing and percolation areas are proposed to minimise the potential impacts of the proposed development on water quality.

Operational Phase

Maintenance of soil stability is a fundamental requirement and must be sustained by the Contractor for the full duration of the works. All actions and undertakings by the Contractor on site must be planned in accordance with the contract requirements with the aim, at all times, to minimise the risk of soil instability. The potential impact of road construction, drainage, materials excavation and fill must be carefully addressed.

The overall site is located on a hill and therefore the site itself is in essence a slope. The proposed access roads will be constructed at the existing ground level and no cut and fill will be required.

The most notable area of cut on the site will be the excavation of material from building foundations. The cut into the existing ground will overall reduce the fall on the land with the exception of the cutting adjacent to the southeastern boundary which will be at an angle of approximately 1:3 (V:H).

The mitigation measures of an environmental audit focussing on site geotechnical instability, restricting construction to within well marked areas, adherence to the non-carrying out of construction after or during heavy rainfall, supporting of excavations to avoid collapse, stockpiling of vegetation and overburden excavated and maintaining the work to be implemented under the supervision of experienced and competent personnel, will mean that no issues with respect to construction works will ensue.

Surface water from the site will be dealt with via permeable paving, gulleys and rainwater downpipes which will collect rainwater and transfer it to a hydrocarbon interceptor prior to discharging to a new underground attenuation system. There will therefore be no pathway to groundwater for this (potentially slightly polluted) surface water. This attenuation system will then reconnect back to the public system via a flow control device (to limit the discharge to 2.74 l/s). The surface water will discharge via gravity into the existing public sewer manhole located outside the site in the adjacent Crestwood Housing Estate. Wastewater from the development will be diverted to the main Galway Sewage Treatment Plant at Mutton Island.


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PREDICTED RESIDUAL IMPACTS

Construction Phase

The proposed development will result in the loss of existing vegetation, and as such, the facilitation of regeneration of vegetation on site and maintenance of the natural integrity of the site as much as possible is of paramount importance.

After the removal of topsoil and subsoil, it is proposed to spread any residual screened topsoil and subsoil, and small amount of broken bedrock, throughout the site. In the case of this site, it is proposed to reinstate a layer of approximately 20 mm of topsoil throughout the site to provide a suitable growing medium. This method enables vegetation to grow in an otherwise hostile environment which will result in a greening effect, reducing the visual impact of any exposed subsoil and bedrock on the landscape.

This will mean that the soils and subsoils will continue to operate as they do now on the site, with ready infiltration of recharge to groundwater.

Operational Phase

Site reinstatement measures as outlined within the restoration plan will be implemented during and post construction, immediately after cessation of any excavation processes. The site will be visited by an ecologist/environmental engineer at regular intervals during construction to monitor on site works and post construction to determine the progress of re-vegetation. If necessary hydroseeding will be undertaken again in order to establish appropriate levels of vegetation at the site.

During this phase, the maintenance of a dry surface to ensure no ponding or silting up of flat-lying areas will be of paramount importance to maintain infiltration of recharge through the soils and subsoils to groundwater.

PREDICTED CUMULATIVE IMPACTS

Cumulative impacts can be defined in a number of ways. The definition used in the Institute of Environmental Management and Assessment (IEMA) guidance on EIA (1999) originates from the US Council on Environmental Quality, and is as follows:

“the impacts on the environment which result from incremental impacts of the action when added to other past, present and reasonably foreseeable future actions…”

Cumulative impacts therefore can cover all aspects of the environment. While a single activity, such as the proposed excavation of and construction of the student accommodation blocks, may itself result in a minor impact, it may, when combined with other impacts (minor or significant) in the same geographical area, and occurring at the same time, result in a cumulative impact that is collectively significant.

The proposed development is, in gross terms, a one stage process, whereby the accommodation blocks outlined above will be constructed on the site, and the site reinstated. There is one other major development proposed to take place in the general north Galway area, notably the proposed M6 Galway City Ring Road, approximately 1 kilometre distant from the Coolough Road Site.


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Cumulative impacts may arise during construction and operation of this project; therefore it is necessary to determine if impacts associated with any other proposed project in the area would have the potential to give rise to significant cumulative effects.

Cumulative impacts on Soils, Geology, Hydrogeology and Drainage

Some individual elements of the project will have the potential to result in localised impacts on geology and soils, as outlined above. Any cumulative impacts with other projects in the general area would not be synergistic, i.e. the combination of these impacts will not result in a more significant impact on soils and geology. Therefore the cumulative impact is considered to be negligible.

MONITORING AND REINSTATEMENT MEASURES

The contractor shall clean-up all areas affected by construction operations. That will include removal of all plant, equipment and materials not required for replacement of topsoil and subsoil, and subsequent restoration works.

It is expected that some areas of bare/exposed surface may remain following the completion of construction works, however it is envisaged that if these areas remain stable, re-colonisation will eventually occur following the installation of a layer of topsoil at least 20 mm thick, and subsequent seeding. Bare surfaces on slopes greater than 2° will be stabilised or re-vegetated as soon as possible to minimise the risk of erosion which may result from sustained rainfall.

Vegetation re-colonisation will be monitored and managed if necessary by an environmental engineer or ecologist, and will follow closely the Landscape Design and Maintenance report. Natural re-vegetation is the preferred method of recovery. However, due to the nature of the development, adequate quantities of vegetated sod will not be available.

The Site Restoration Plan describes methods for the restoration of areas disturbed during the excavation of materials from the site. The objective of the plan is to restore disturbed areas immediately after cessation of extraction activities. The appointed Civil Contactor will be responsible for the implementation site reinstatement measures outlined within this plan.


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REFERENCES

Building Research Establishment (1991). BRE Digest 365. Soakaway design. 8pp.

British Standards, BS5930 (1999). Code of Practice for Site Investigations.

Daly, D. and Craig, M. (2009). Chemical and Quantitative Status of Groundwater Bodies. A Measure of the Present, A Signpost to the Future. IAH Irish Group. Proceedings 29th Annual Groundwater Conference, International Association of Hydrogeologists, Irish Group, Tullamore, April 21-22, 2009.

DELG/EPA/GSI (1999). Groundwater Protection Schemes. Document prepared jointly by the Geological Survey of Ireland (GSI), the Environmental Protection Agency, and the Department of Environment, Heritage and Local Government.

Environmental Protection Agency (2002). Guidance on the Information to be contained in Environmental Impact Statements. Environmental Protection Agency, Dublin, 45 pp.

Environmental Protection Agency (2003). Advice Notes on current practice in the Preparation of Environmental Impact Statements. Environmental Protection Agency, Dublin, 149 pp.

European Communities Council Directive 92/43/EEC on the Conservation of Natural Habitats and of Wild Fauna and Flora (Habitats Directive).

European Communities Environmental Objectives (Natural Habitats) Regulations, 1997 (S.I. No. 94 of 1997) (Natural Habitat Regulations).

European Communities Environmental Objectives (Water Policy) Regulations, 2003 (S.I. No. 722 of 2003) (Water Policy Regulations).

European Communities Environmental Objectives (Groundwater) Regulations, 2010 (S.I. No. 9 of 2010) (Groundwater Regulations).

Fitzsimons, V., Daly, D. and Deakin, J. (2003). Draft GSI guidelines for assessment and mapping of groundwater vulnerability to contamination. Groundwater Section, Geological Survey of Ireland.

Forest Service, Department of the Marine and Natural Resources (2000). Code of Best Forest Practice: Ireland. Forst Service, Dublin, 101 pp.

Gardiner, M. and Radford, T. (1980). Soils Associations of Ireland and their land-use potential. An Foras Taluintais, Dublin.

Geological Survey of Ireland (1871). Bedrock Geology Manuscript Sheets.

Geological Survey of Ireland (2002). South County Cork Groundwater Protection Scheme. Report prepared for Cork County Council, 103pp.


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Harned, D.A., and Daniel, C.C., III (1992). The transition zone between bedrock and regolith: Conduit for contamination?, in Daniel, C.C., III, White, R.K., and Stone, P. A., eds., Ground water in the Piedmont, Proceedings of a Conference on Ground Water in the Piedmont of the Eastern United States, Charlotte, N.C., Oct. 16-18, 1989: Clemson, S.C., Clemson University, p. 336-348.

Institute of Environmental Management & Assessment (1999). Draft Guidelines on Public Participation in Environmental Decision Making. Institute of Environmental Management and Assessment, Lincoln, UK.

Institute of Geologists of Ireland (2013). Guidelines for the Preparation of Soils, Geology and Hydrogeology Chapter of Environmental Impact Statements. Institute of Geologists of Ireland, Dublin. 50pp.

Kilroy, G., Dunne, F., Ryan, J., O’Connor, A., Daly, D., Craig, M., Coxon, C., Johnston, P. and Moe, H. (2008). A Framework for the Assessment of Groundwater – Dependent Terrestrial Ecosystems under the Water Framework Directive.Environmental Research Centre Report Series No. 12.

Meehan, R.T., Parkes, M., Gallagher, V., Hennessy, R. and Gatley, S. (2019). The Geological Heritage of County Galway. Geological Survey Ireland, 89 pp.

National Roads Authority (2009). Guidelines on Procedures for Assessment and Hydrogeology for National Road Schemes. National Roads Authority, Dublin, 189 pp.

Official Journal of the European Communities (2000). Directive 2000/60/EC of the European Parliament and of the Council of 23 October 2000 establishing a framework for Community action in the field of water policy (OJ L 327) 22 December 2000.

Ó Súilleabháin, C. (2000). Assessing the Boundary between High and Moderately Permeable Subsoils. Unpublished M.Sc. thesis, Trinity College Dublin.

Ó Súilleabháin, C. (2004). The Attenuation Capacity of Different Subsoils Receiving Domestic Wastewater Effluent. Ph.D. Thesis, Trinity College Dublin.

Sleeman, A.G. and Pracht, M. (1994). Geology of South Cork: A geological description to accompany the Bedrock Geology 1:100,000 Scale Map Series, Sheet 25, South Cork. With contributions from E.P. Daly, A.M Flegg, P.J. O’Connor and W.P. Warren. Geological Survey of Ireland.

Teagasc (2006a). Digital soil map of County Galway. Prepared as part of the EPA Soil and Subsoil Mapping Project, Teagasc, Kinsealy, Dublin.

Teagasc (2006b). Digital subsoil map of County Galway. Prepared as part of the EPA Soil and Subsoil Mapping Project, Teagasc, Kinsealy, Dublin.

UK TAG (2008). Application of Groundwater Standards to Regulation. UK Technical Advisory Group Paper 11b(iii). Available on the www.wfduk.org website.


27027 – RM-Geol-A05 32

UK TAG (2011). Defining & Reporting on Groundwater Bodies. UK Technical Advisory Group. Working Draft Paper. Water Services National Technical advisory Group.

Wright, G.R. and Gately, C. (2002). Galway East Groundwater Body. Geological Survey of Ireland, 4 pp.

APPENDIX A

Trial Pit Logs

Project Name: Coolough Road Housing Development To: Montane Development Ltd.

Project No: G1733 From Alan Armstrong (DFCE)

Hard Copy Ref: G1733MO0002 Date 10/04/17

Soft Copy Ref: 410 Revision D01

Subject: Trial Pit Investigation Memo

Re: Trial Pit Investigation – Coolough Road Housing Development

1. Introduction

D Fallon Consulting Engineers are acting as Architectural, Civil & Structural designers for this project. The project

consists of the proposed construction of 28 residential units at Coolough Road, Galway City.

2. Description of Investigation Works

A Geotechnical Investigation was carried out which consisted of 10 trial holes dug within the extent of the

proposed site. The location of each of the 10 trial holes is shown on drawing G1733SK0002 in Appendix A

attached. Liam McGrath, a Civil/structural Engineer with DFCE, was present on site during the investigation &

recorded the finding for each of the trail holes. The Trial hole logs can be found in Appendix B of this report.

3. Summary Outcome of Geotechnical Investigation

The findings of the Geotechnical Investigation were found to be favourable for the proposed shallow foundation

construction for the types of buildings envisaged. The depth of topsoil varied from about ~200mm, on the north

west of the site, to about ~700mm as you move further south-east.

The formation of the proposed houses can be formed on the subsoils found below the top soil. The main subsoils

found were a greyish sandy gravel with cobbles and some small boulders. This subsoil would provide sufficient

allowable bearing pressure (ABP) for the construction of the proposed raft foundations. Bedrock was only

encountered at one location during the geotechnical investigation where a rocky outcrop is at the surface.

Appendix A

Ground Investigation Layout – Trial Hole Locations

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1

2

5

.

8

6

26.37

26.34

26.20

26.13

25.84

25.46

24.97

24.45

23.85

23.21

22.66

22.22

2

2

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0

2

0

.

5

5

2

0

.

8

2

2

1

.

0

3

2

1

.

3

4

2

1

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0

2

1

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5

2

2

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8

22.53

23.07

23.66

24.24

24.76

25.24

25.60

25.88

26.02

26.05

2

5

.9

3

B

Y

L

BY

L

BY

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BY

L

B

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2

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2

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.

7

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25.24

WA

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2

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8

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TA

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AC

2

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9

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L

SW

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SW

L

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W

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S

W

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W

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S

W

L

S

W

L

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W

L

T

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A

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R

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GRAVEL

GR

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2

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7

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2

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3

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2

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3

TOW27.01

TOW27.30

TOW27.21

TOW26.97

TOW26.56

TOW26.39

TOW26.20

TOW26.18

TOW26.12

TOW25.90

TOW24.48

TOW24.70

TOW25.01

TOW25.90

TOW26.08

TOW26.15

TOW26.14

TOW26.14

TOW26.13

TOW26.35

TOW26.36

TOW27.07

TOW26.38

TOW26.73

TOW27.65

TOW27.27

TOW26.22

TOW25.45

TOW24.59

TOW23.06

TOW22.00

TOW26.34

TOW25.42

TOW23.92

TOW21.76

TOW21.62

TOW22.69

TOW22.38

TOW22.16

TOW22.01

TOW21.85

TOW21.86

TOW21.79

TOW21.54

TOW21.21

T

A

R

M

A

C

A

N

D

G

R

A

V

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L

25.36

25.66

25.80

25.92

2

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3

2

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.

7

4

W

A

L

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2

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6

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2

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5

7

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7

9

2

6

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3

2

6

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7

26.27

26.22

WA

LL

26.07

25.41

2

1

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1

2

1

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7

2

1

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6

1

2

0

.

7

4

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0

.

6

6

20.97

W

A

L

L

CONC

B

B

2

3

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9

23.45

2

3

.

6

6

23.71

2

3

.

8

3

2

3

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6

2

3

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24.31

TB

24.41

2

3

.

8

1

2

4

.

0

0

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3

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8

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2

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7

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2

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8

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VEGETATION

VEGETATION

VEGETATION

VEGETATION

VEGETATION

2

6

.

2

2

2

6

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0

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.

3

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TOW25.98

TOW25.96

TOW26.16

TOW26.00

TOW26.21

TOW27.85

TOW28.02

TOW27.74

TOW27.99

TOW28.02

TOW26.60

TOW26.27

TOW25.61

TOW24.54

TOW25.42

TOW25.43

TOW23.41

TOW24.21

TOW27.39

TOW26.54

TOW27.08

TOW26.31

TOW26.27

TOW28.00

TOW28.29

VEGETATION

GRASS

25.40

BB

2

5

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4

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4

.

9

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2

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9

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2

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4

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22.16

22.03

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4

2

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5

2

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6

23.26

23.85

WA

LL

24.27

24.82

WA

LL

25.23

24.47

WA

LL

23.90

23.38

23.02

WA

LL

22.46

2

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5

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8

6

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9

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1

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2

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6

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3

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5

5

2

5

.

6

2

2

5

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5

2

6

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1

K

E

R

B

26.08

26.09

25.89

25.58

25.40

25.04

24.69

24.16

23.64

KE

RB

23.10

2

2

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2

2

2

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6

21.88

2

1

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7

2

26.1

8 26.06

2

6

.

6

4

26.98

2

7

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2

7

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7

0

2

7

.

2

2

2

7

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7

2

2

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3

22.69

23.28

23.62

24.03

24.32

25.25

25.71

26.44

27.45

2

7

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2

2

6

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0

2

5

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9

T

A

R

M

A

C

25.53

OUTLINE OF SITE BOUNDARY

OUTLINE OF LANDS IN OWNERSHIP BOUNDARY

TH04

TH05

TH10

TH09

TH08

TH07

TH06

TH03

TH01

TH02

LEGEND

= TRIAL HOLES (10No.)

SOUTH

NORTH

WEST EAST

Client:

Project:

Drawing:

Scales:

Drawn byChecked by Date

Rev.

T. + 353 (091) 380792 (Galway)

W. falloneng.com

E. . [email protected]

M. + 353 (086) 8591904

Address: (Dublin)

51-51 Fitzwilliam Square West,

Lis Cara Business Centre,

Rev.Date

Amendment / IssueApp

AA DF March 2018

D01

Drawing No.

Existing Site Layout - Trial Hole

Locations

NOTES:

1. THIS DRAWING IS THE PROPERTY OF DFCE. IT IS A

CONFIDENTIAL DOCUMENT AND MUST NOT BE

COPIED, USED, OR IT'S CONTENT DIVULGED

WITHOUT PRIOR CONSENT.

2. ALL WORKS TO COMPLY WITH THE BUILDING

REGULATIONS AND THE BUILDING CONTROL ACT

2014, CURRENT IRISH STANDARDS AND CODES OF

PRACTICE.

3. DO NOT SCALE, ALL DIMENSIONS TO BE CHECKED

ON SITE AND ANY DISCREPENCIES TO BE NOTIFIED

TO ARCHITECT / ENGINEER.

4. ALL CONTRACTORS, WHETHER MAIN OR SUB

CONTRACTORS MUST VISIT THE SITE AND ARE

RESPONSIBLE FOR TAKING AND CHECKING ANY AND

ALL DIMENSIONS AND LEVELS THAT RELATE TO THE

WORKS.

5. WHERE THIS DRAWING CONTAINS DISCREPANCIES

IN RELATION TO OTHER RELEVANT DOCUMENTS,

SUCH DISCREPANCIES SHALL BE BROUGHT TO THE

ATTENTION OF THE ARCHITECTS / ENGINEERS WHO

SHALL ISSUE A WRITTEN INSTRUCTION AS TO WHICH

INFORMATION IS TO BE FOLLOWED, AND UNTIL

SUCH INSTRUCTIONS HAS BEEN ISSUED ANY WORK

CARRIED OUT ON FOOT OF THE DISCREPANCIES

SHALL BE UNAUTHORISED.

6. PROPRIETARY ITEMS SHALL BE FIXED IN STRICT

ACCORDANCE WITH MANUFACTURER'S

INSTRUCTIONS.

G1733SK0002

Dwn

1:500 on A1; 1:1000 on A3

Montane Developments Ltd

Coolough Road

Housing Development

Galway

D01 22/03/2018

Trial Holes

DF

AA

T. + 353 (0)1 5394100 (Dublin)

Address: (Galway)

Tuam Road, Galway.

Unit 12 Calbro House,

Dublin 2.

Appendix B

Trial Hole Logs

Trial Hole Ref:

TH1

Project:

Client:

Location:

Weather:

Date of Commencement:

Date of Completion:

Coolough Road Housing Development


Coolough Rd, Galway City

Wet, Cool, 9°

06

th

April 2018

06

th

April 2018

Depth (m)Layer (m)

RemarksLegend Description

GL (0m)

(0.5m)

(1.0m)

(1.5m)

(2.0m)

(2.5m)

(3.0m)

(0.3m)

(1.25m)

(2.3m)

Topsoil - Organics

Grey Sandy Gravel

with Cobbles &

Small Boulders

Trial Hole Ref:

TH2

Project:

Client:

Location:

Weather:


Date of Completion:

Depth (m)Layer (m)


GL (0m)

(0.5m)

(1.0m)

(1.5m)

(2.0m)

(2.5m)

(3.0m)

Topsoil - Organics

Grey Sandy Gravel

with Cobbles

small Boulders




Wet, Cool, 9°

06

th

April 2018

06

th

April 2018

(0.3m)

(1.7m)

Trial Hole Ref:

TH3

Project:

Client:

Location:

Weather:


Date of Completion:

Depth (m)Layer (m)


GL (0m)

(0.5m)

(1.0m)

(1.5m)

(2.0m)

(2.5m)

(3.0m)

(0.3m)

(1.9m)

Topsoil - Organics

Grey Sandy Gravel

with Cobbles and

Small Boulders




Wet, Cool, 9°

06

th

April 2018

06

th

April 2018

Trial Hole Ref:

TH4

Project:

Client:

Location:

Weather:


Date of Completion:

Depth (m)Layer (m)


GL (0m)

(0.5m)

(1.0m)

(1.5m)

(2.0m)

(2.5m)

(3.0m)

(1.5m)

Topsoil - Organics

Grey Sandy Gravel

with Cobbles &

Small Boulders

(0.5m)




Wet, Cool, 9°

06

th

April 2018

06

th

April 2018

Trial Hole Ref:

TH5

Project:

Client:

Location:

Weather:


Date of Completion:

Depth (m)Layer (m)


GL (0m)

(0.5m)

(1.0m)

(1.5m)

(2.0m)

(2.5m)

(3.0m)

Encountered

Bedrock at Surface




Wet, Cool, 9°

06

th

April 2018

06

th

April 2018

(0.3m)

Trial Hole Ref:

TH6

Project:

Client:

Location:

Weather:


Date of Completion:

Depth (m)Layer (m)


GL (0m)

(0.5m)

(1.0m)

(1.5m)

(2.0m)

(2.5m)

(3.0m)

Topsoil - Organics

(0.5m)

Grey Sandy Gravel

with Cobbles &

Small Boulders

(1.8m)




Wet, Cool, 9°

06

th

April 2018

06

th

April 2018

Trial Hole Ref:

TH7

Project:

Client:

Location:

Weather:


Date of Completion:

Depth (m)Layer (m)


GL (0m)

(0.5m)

(1.0m)

(1.5m)

(2.0m)

(2.5m)

(3.0m)

(1.8m)

(0.5m)

Topsoil - Organics

Grey Sandy Gravel

with Cobbles &

Small Boulders




Wet, Cool, 9°

06

th

April 2018

06

th

April 2018

Trial Hole Ref:

TH8

Project:

Client:

Location:

Weather:


Date of Completion:

Depth (m)Layer (m)


GL (0m)

(0.5m)

(1.0m)

(1.5m)

(2.0m)

(2.5m)

(3.0m)

Topsoil - Organics

Grey Sandy Gravel

with Cobbles and

Small Boulders

(1.8m)

(0.35m)




Wet, Cool, 9°

06

th

April 2018

06

th

April 2018

Trial Hole Ref:

TH9

Project:

Client:

Location:

Weather:


Date of Completion:

Depth (m)Layer (m)


GL (0m)

(0.5m)

(1.0m)

(1.5m)

(2.0m)

(2.5m)

(3.0m)

(1.9m)

(0.5m)

Grey Sandy Gravel

with Cobbles &

Small Boulders

Topsoil - Organics




Wet, Cool, 9°

06

th

April 2018

06

th

April 2018

Trial Hole Ref:

TH10

Project:

Client:

Location:

Weather:


Date of Completion:

Depth (m)Layer (m)


GL (0m)

(0.5m)

(1.0m)

(1.5m)

(2.0m)

(2.5m)

(3.0m)

(1.7m)

Grey Sandy Gravel

with Cobbles &

Small Boulders

(0.7m)

Topsoil - Organics




Wet, Cool, 9°

06

th

April 2018

06

th

April 2018

Appendix C

Photography’s Record

`

Documents

Coolough Student Residences | Coolough Student ......Figure 1 Geological Study Area, Application Site Area and Surrounding Features The construction of the accommodation will involve