Appendix 5

Surface & Ground Water

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Contents

Hydrological Statement Spot surface water sample analysis result6 *Surface water qualitv monitoring results conducted 6y Central Fisheries Board

(Sampling ckried out at BeIIaheady Bridge and Aghalane Bridge) Trial hole logs Meteorological data from Met I%eann Specifications for Class I full retention hydrocarbon Interceptor

,’ .’

*Courtesy of Waterways Ireland

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Report prepared for:

Quinn Group Derrylin Co, Fermanagh N, Ireland BT92 9AU

Tel, 02867742231 Fax, 02867748437

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QUlbiN GROUP

Wolverhampton Science Park Wohrerhampton, WVl 0 9RU Consultant Hydrogeologists Limited Tel: 01902 824111, Fax: 01902 824112

email: bclhydro@ukonllne.co.ukwww: web.ukonline.co.uV&clhyciro

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..L .y “.,. ,., :

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Repot-t Prepared By

Henry Lister BSc. M,Sc.

QU1NN GROUP DERRYLIN

Rigid PUR/PIR Insulation Board Manufacturing Facility:

Hydrogeological Statement

06/l 2/2002

Senior Hydrogeologist

Report Checked By

Gavin Chaplin BSc. MSc.

._ .

BCL Document Reference: BCLjhtl/Bcnl/OOl dot

I

Senior Hydrogeologist

,..-..,, I. 1.

‘-? Consultant Hydrogeologisfs ‘ii,.

Technology Centre Woherhampton Science Park Wolvehompton, VfVl 0 9RU

Tel: 01902 824111 t Fccc 01902 824112 en-d: bcihydro@ukonline.co.ukwww: web.ukonline.co.ullhydro

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Quinn Group Rigid PWPIR Insulation Board Manufacturing Facility Derrvlin kivdroaeoloaical Statement

CONTENTS Page Number

1.0

1.1

1.2

2.b

2.1

2.2

2.3

2.4

2.5

2.6

2.7

2.8

2.9

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

Background.. ................................................................................................................... 1

Data sources .................................................................................................................... 1

THE BASELINE SURVEY .............................................................................................. 2

Location and land use ...................................................................................................... 2

Topography .................................................................................................................... .2

Regional geology.. .......................................................................................................... 2

Site geology .................................................................................................................... .3

Meteorology ................................................................................................................... .3

HydroIogical settina b ........................................................................................................ 4

Site drainage ................................................................................................................... 5

Regional hydrogeology ................................................................................................... 5

Groundwater level data for the sand and gravel deposit .................................................. .6

2. IO Groundwater level data for the limestone aquifer ............................................................ 6

2.11 Conceptual hydrogeology. ............................................................................................... 7

3.0 IMPACT ASSESSMENT ................................................................................................ 8

3.1 Wastewater .................................................................................................................... .8

3.2 Surface water . . . . . . . . .._... . . . _.. . . . . . . . . . . . . .._... . . . . . . . . . . . . . . . ._. . . . . . . . . . __ . . . . . . ._. . . . . . . .._... . . . . . . . . . . . ._ . . . . . . . . . . . . . 8

3.3 Groundwater.. ................................................................................................................ .8

3.4 Recommendations for hydrometric monitoring .............................................................. 10

APPENDIX . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Figure One

‘----~~.. .. ; BCL Document Reference : 6Cl~?WBcnW01 .dcc

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Quinn Group Derrflin

Rigid PUniplR Insulation Board Manufacturing Facility hydrogeclogicai Statement

1.0 INTRODUCTION

1.1 Background

1.1.1 A PIanning Application (supported by an Environmental Statement) has been prepared by

the Quinn Group, seeking permission for the construction of a rigid PUR/PlR insulation

. board manufacturing facility in close vicinity to the New Cement Works, Ballyconnell.

l_ 1.2 This report forms part of the Environmental Statement. It details the baseline (pre-existing)

hydrological and hydrogeological regime within and surrounding the Site. It includes an

assessment of the potential impacts upon this regime as a result of the proposed

development and, where necessary, outlines a schedule for mitigation of such impacts.

1.13 FulIer details of the proposed development are contained within the accompanying

Planning Application and Environmental Statement documentation.

1.2 Data sources

1.2.1 A programme of desk and field study was undertaken to define the baseline hydrological

and hydrogeological regime at the Site. This involved the inspection and correlation of

information from the following sources:

i. Ordnance Survey of Northern Ireland (OSNI) topographic map, Discovery Series,

sheet number 27, ‘ZTpper Lough Eme”, at a scale of 150,000.

ii. Geological information from a programme of trial pitting undertaken at the Site.

iii. Baseline hydrological and hydrogeological data from the Environmenta Protection

Agency (EPA), the Geological Survey of Ireland (GSI) and Cavan County Council

(CCC).

iv. Rainfall data from the Climate Enquiries Qf3ce at Met Eiieann.

v. A water features survey of the Site and its environs.

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Quinn Group Rigid PUR/PlR Insulation Board Manufacturirg Facility Denylin Hydrogeological Statement

2.0 THE BASELINE SURVEY

2.1 Location and land use

2.1-l The Site is centred upon land at Irish Grid Reference (IGR) H 281 197, which is

approximately 1 km north northeast of Ballyconnell, County Cavan.

2.i 2 The Site location is shown infigure otze, which is appended to this report.

2.1.3 The Site currently comprises agricultural land, used for livestock production.

2.1.4 The proposed rigid PUR/PlR insulation board manufacturing facility will occupy a total

area of 40,000 m’ comprising a factory area of 10,900 m2, external hardstanding area of

10,100 m” and a remaining 19,000 m2 of landscaped grounds.

2.2 Topography

2.2.1 The Site is located to the northwest of the Woodford River (Shannon-Eme Waterway),

upon the southeast-facing flank of the valley. The valley has a southwest to northeast

orientation.

2.2.2 Ground elevation at the Site averages 50 m OD, gently sloping from (north)west to

(south)east. The Woodford River is some 25-30 m to the southeast of the proposed

development, at its closest approach (sections 2.6 and 2.7).

2.2.3 Slieve Rushen Mountain lies to the northwest of the Site. The land rises steeply to its

summit (some 5.4 km from the Site), attaining an elevation of 404 m OD.

2.2.4 The surrounding land is gently undulating, with ground elevations ranging from 50-l 10 m

OD. Low rounded hillocks are interspersed with numerous small loughs and streams,

which form tributaries to the Woodford River. The river flows northeastwards and

discharges into Upper Lough Eme, approximately 8.25 km east northeast of the Site.

(section 2.6).

2.3 Regional geology

2.3.1 The GSI map indicates that the solid geology underlying the Site comprises Lower

Carbotierous Limestone @r-try Formation, within the Eme Succession).

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Quinn Group Rigid PUR/PIR insulation Board Manufacturing Facility Denylin Hydrogeological Statement

2.3.2 The GSI describes the Dar-try Limestone Formation as a “massive to thick-bedded

biornicrite and fine calcarenite wackestone. Bedding is picked out by bands and nodules of

irregular chert, sometimes forming 50% of the rock. Dolomitisation and fine silicification

is common”. In addition, there are mappable packages of “coarse crinoidal dolornitised

packstones that are massive and are devoid of bioturbation”.

2.3.3 The drifi geology comprises Quaternary sands and gravels.

2.4

2.4.1

Site geology

An assessment of the Site geology was informed by excavating three trial pits in the

vicinity of the proposed development (fgure one). The deposits encountered in the trial

pits can be sub-divided into the following broad lithologies:

Near-surface clay: 0.2X-0.4 m thick. Clays range from friable sandy cIays to silty clays

(with persistent iron staining).

Sands and gravels: 0.7-1.5 m thick. This is a variable unit comprising orange to grey,

occasionally silty, coarse sand to fine gravel, with heavy iron staining.

Conglomerate horizon: up to 0.2 m thick, where present. This is a laterally

impersistent, lenticular horizon of dense, black conglomerate (with manganese

staining). It occurs within or at the base of the sands and gravels.

Weathered upper surface of limestone: Two of the three trial pits encountered blue to

grey daub (putty), which is gravelly in places and contains dense sandy horizons (up to

0.2 m thick). Excavation was progressed to a maximum of 2.1 m into this material. It is

assumed that the third trial pit would have proved the same geolo,T if continued to

sufficient depth. The daub is considered to represent the weathered upper surface of the

limestone.

2.5 Meteorology

2.5.1 Met Eireann maintains a rainfall gauging station at Clones, County Monaghan. The 30-

year annual average rainfall for this station is 928 mm, as measured during the period

1961-1990.

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Quinn Group Rigid PUR/PIR Insulation Board Manufacturing Facility

Deriylin Hydrogeological Statement

2.6 Hydrological setting

2.6.1 The proposed development is located in the catchrnent of the Woodford River. In the

vicinity of the Site, the river flows from southwest to northeast, then veers east northeast.

Its confluence with Upper Lough Eme is approximately 8.25 km east northeast of the Site.

2.6.2 Along the majority of its route, the Woodford River has been canalised to create the

- Shannon-Eme Waterway. This includes the stretch in closest proximity to the Site.

2.6.3 At Cloncoohy (some 1.5 km to the east of the Site), the canal short-cuts the most severe

meanders followed by the river.

2.6.4 Knockadools Springs are located 0.8-1.0 km to the east northeast of the Site (on the

northwest side of the river). Springflow is collected in a network of field drainage ditches,

discharging into the main river.

2.6.5 The EPA does not operate any hydrometric monitoring stations along the Ballyconnell

stretch of the Woodford River. (The area of search extended 10 km upstream of the Site

and 8.25 km downstream, to the confluence with Upper Lough Eme).

2.6.6 Upon instruction from Waterways Ireland, the Central Fisheries Board has taken water

quality samples from the Woodford River at two locations (one upstream of the proposed

Site and one downstream). This provides baseline (pre-development) data for surface water

quality in the vicinity of the Site.

2.6.7 The nearest EPA stations are on Drumane Stream and Rag River, both of which are

tributaries to the Woodford River.

2.6.8 There are two monitoring points on Drumane Stream, which joins the main river in

Ballyconnell. Biological data related to water quality in this stream are available for the

period 1988-1998. These indicate that the stream is unpolluted (Q value 4-5).

2.6.9 The Rag River reaches its confluence with the Woodford River at Killynick, approximately

7 km to the east of the Site. Biological data for the Rag River (1982-1998) indicate that the

watercourse is slightly polluted (Q value 3-4).

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:..

Quinn Group Derrylln

Rigid PUWPIR insulation Board Manufacturing Facility Hydrogeological Statement

2.7 Site drainage

2.7.1 The Woodford River is some 25-30 m to the southeast of the proposed development, at its

closest approach cfigure une). Along this stretch of river, the summer navigational level is

47.5 m OD. The highest recorded water level during the last 25 years is some 49.0 m OD.

2.7.2 A field drainage ditch, aligned from west to east, lies 220 m to the north of the proposed

- development yigure one). Water arises within a seepage area at the head of this ditch,

located approximately 100 m to the east of the Ballyconnell-Derrylin Road. Surface water

in the ditch flows gently eastwards to its confluence with an un-named tributary of the

Woodford River. The confluence is located 300 m northeast of the Site. The tributary flows

southwards, joining the main river at a

development.

point lying 225 m to the east of the proposed

2.7.3 The Central Fisheries Board (instructed by Waterways Ireland) has taken water quality

samples from the field drainage ditch. This provides a record of baseline surface water

quality.

2.8 Regional hydrogeoIogy

28.1 The Dartry Limestone Formation is classified by the GSI as a regionally important,

fissured bedrock aquifer (Rf) Flow within the aquifer is predominantly through fissures

and other discontinuities.

2.8.2 The limestone is known to be karstified in upland areas to the northwest of the region and

major springs occur to the north of Ballyconnell and near Tully Forest in Northern Ireland.

2.8.3 Although borehole information and hydrogeological data are limited, there are 8 wells with

good yields and 1 with excellent yield, in the region of 14 Iitres/second (l/s). The water

quality is usually hard. Parts of the aquifer exhibit high sulphate concentrations (related to

randomly-distributed evaporite lenses) as well as high iron and manganese concentrations.

2.8.4 The Quatematy Sands and Gravels are classified as a regionally important, extensive

sand/gravel aquifer (Rg).

2.8.5 In terms of groundwater resource protection with respect to potentially polluting activities,

the Rf and Rg aquifers in the vicinity of the Site have a moderate to high vulnerability

rating.

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Quinn Group Rigid PUR/PIR Insulation Board Manufacturing Facility Derrylin Hydrogeological Statement

2.9 Groundwater Ievei data for the sand and gravei deposit

2.9.1 The three trial pits excavated on Site Vsgure one) informed a preliminary assessment of

oroundwater levels within the sand and gravel deposit. The following water strikes were J

observed: I

l Trial Pit 1 (TPl) 2 2 metres beIow ground level (mbgl).

l TP2 3 1.7 mbgl.

. TP3 2 1.3 mbgl.

2.9.2 Ground elevation at the Site averages 50 m OD, thus groundwater levels range from 48-49

m OD.

2.9.3 An indication of the groundwater flow direction within the sand and gravel deposit has

been-derived by interpolation between the three trial pit locations. Groundwater flows from

west northwest to east southeast, towards the Woodford River.

2.10 Groundwater level data for the limestone aquifer

2.10.1 There are no Site-specific groundwater level data for the limestone aquifer (which

underlies the sand and gravel deposit).

2.10.2 The nearest borehole installed within the limestone is located at the New Cement

Works, some 400 m to the west northwest ofthe proposed development yigure one). This

is an active abstraction borehole, used to supply the cement works, therefore there is an

associated cone of depression imposed upon the watertable. The water level in the borehoIe

on 3 1 October 2002 was 23 mbgl (some 57 m OD), with the pump switched off.

2.10.3 Cavan County Council operate a groundwater abstraction borehoIe located adjacent to

the Bauyconnell-Gortoorhin Road (#igure one). The borehole lies some 580 m to the south

west of the proposed development. The borehole is used for public water supply to

Bahyconnefl and is licensed to abstract 450 m3/day from the limestone aquifer. The current

abstraction rate is 60 m3/day. No data are available to determine the vertical and lateral

extent of the cone of depression imposed upon the water-table as a result of ongoing

abstraction.

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. . . . ,

2.11 Conceptual hydrogeology

2.11.1 The information detailed in sections 2.2 to 2.10 informs an assessment of the pre-existing

hydrogeological regime in the vicinity of the Site.

2.11.2 Surface water draining from the Site is directed to the Woodford River.

2.11.3 The trial pits excavated on Site indicate that the groundwater flow direction in the sand

and gravel deposit is from west northwest to east southeast. This is towards the Woodford

.

River, which acts as the receiving watercourse.

2.11.4 The trial pits indicated that the sand- and grave1 aquifer is underlain by daub (putty).

Excavation was progressed to a maximum of 2.1 m into this material. This is considered to

represent the weathered upper surface of the limestone aquifer. Although this daub layer

may limit the hydraulic continuity between the two aquifers, vertical leakage from the sand

and gravel to the underlying limestone cannot be discounted.

2.11.5 Two local abstraction boreholes have each imposed a cone of depression upon the

water-table within the limestone. There are no available data to determine the vertical and

lateral extent of these cones of depression. Taking a precautionary approach (and given the

spatial variations associated with fissure flow), it is considered that the cone of depression

of either borehole may extend to beneath the ‘proposed development. Thus, groundwater

within the limestone aquifer may be drawn from the Site to the abstraction boreholes.

.,’ clb 2.11.6 This conceptual model of the pre-existing hydrogeological regime informs the following

assessment of the potential risks associated with the proposed development. .$:s.. .::. .>.

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‘. 0

1).

Quinn Group Derrvlin

Rigid PURfPlR Insulation Board Manufacturing Facility Hydrogeofogical Statement

3.0 IMPACT ASSESSMENT

3.1 W astewater

3. I. 1 The proposed development will generate no industrial wastewater.

3.12 The only wastewater emission will be the discharge of domestic sewage from toilet and

canteen facilities. These facilities will be linked to the public sewer system.

3.2 Surface water

3.2.1 Surface water emissions from the Site will be restricted to rainfall run-off from

hardstanding areas (roads, car parks and roofs). Roof run-off will be discharged directly

into the Woodford River. All other run-off (i.e. from roads and car parks) will be directed

into a purpose-built drainage channel, which will be linked to the Woodford River.

3.2.2 In order to prevent contamination of the receiving watercourse, it is recommended that the

run-off water (from the roads and car parks) be directed through a Class I hydrocarbon

interceptor prior to discharge into the drainage channel. Storm event calculations should be

undertaken to ensure that an appropriately sized interceptor is installed to accommodate

run-off from the area occupied by the proposed development.

3.2.3 The interceptor should be alarmed so that when the trapped hydrocarbon rises to a

designated level, an alarm is triggered. The contaminated water shouId be removed and

disposed off-site by an appropriate waste disposal contractor in accordance with prevailing

regulations.

3.3 Groundwater

3.3.1 The sand and gravel aquifer and underlying limestone aquifer are both classified as

regionally important, with a moderate to high vulnerability rating. The conceptual model of

the hydrogeological regime at the Site indicates that any contaminants entering the

groundwater system have potential to impact upon:

l The Woodford River: Groundwater within the sand and gravel deposit beneath the Site

is considered to flow east southeastwards, draining into the river (which is 25-30 m

from the proposed development, at its closest approach).

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:. ‘;;, Quinn Group Rigid PlJR/PIR Insulation Board Manufacturing Facility

..,:&+ Derryiin Hydrogeologicol Statement

.: :Q’,:>.*: ,.‘&~A~ %: ::~,.sv*\..‘.;3~:>, .::.. ‘.,‘. 1’ .; ..::

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l Local groumfwater abstractions: Vertical leakage of contaminated groundwater from ,,~ ..:

f ..’ : the sand and gravel deposit into the underlying Iimestone aquifer cannot be discounted. -.

.: There are two local abstractions from the limestone aquifer, one of which is for public

water supply to Bahyconnefl. There are no available data to assess whether the cone of

depression imposed upon the water-table by one or both of these abstractions extends to

beneath the Site. Thus, a precautionary approach must be adopted and the design criteria

for the proposed development should be based upon the assumption that these

abstractions rely upon groundwater that has passed beneath the Site. ; ,: 1::.

::/ . . . . .‘Z, :.

3 3.2 The vulnerability of the groundwater system, its importance for water supply and its

interaction with the Woodford River highlight the requirement to prevent pollution

incidents. Therefore, the following measures should be adopted.

3.3.3 It is recommended that the rigid PUR/PIR insulation board manufacturing facility be

constructed above ground level. The building level for the base of construction should be

51 m OD. This will provide at least 2 m freeboard above the highest recorded water, level

in the Woodford River (49.0 m OD, see section 2. ZI).

3.3.4 The storage tanks must be sited on impervious bases and surrounded by impervious bund

..: .: walls, according to specifications set by British Standards. The volume of the bunded

compound should be at least equivalent to the capacity of the tank plus 10%. All filling

points, vents, gauges and sight glasses must be located within the bund. The drainage

: ‘. e

system of the bund should be sealed with no discharge to any watercourse, land or

underground strata. Associated pipework should be located above ground level and

protected from accidental damage. All filling points and tank overflow pipe outlets should

be detailed to discharge onwards into the bund.

3.3.5 Any efIluent within the bunded compound should be collected by a licensed waste disposal

contractor for off-site treatment and disposal in accordance with prevailing regulations.

3.3.6 These measures should ensure that groundwater and surface water resources are adequately

protected.

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3.4 Recommendations for hydrometric monitoring : ,$’ ;~ . .

I 3.4.1 Four groundwater level monitoring piezometers should be installed in the vicinity of the

,! ‘.I:.:: .: , 1’: : ‘.. Site. This would allow accurate definition of the groundwater flow direction. Water

‘. .‘., i : ,, samples should be obtained from these piezometers in order to establish groundwater “’ 1,;: :

: quality during baseline (pre-development) conditions. . . : .;, ::, .,:‘:..

3.4.2 A regular programme of groundwater sampling should be undertaken during the

operational life of the storage facility. This will ensure that any development-related

change in groundwater quality is detected.

,,:e

3.4.3 A surface water sampling programme shouId be established in order to monitor the quality

of water passing through the proposed hydrocarbon interceptor.

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BCL Document Reference: BCL/htI/BCn1/001 dot

I

,_ : : ” I’ 2’ -

QUINN GROUP DERRYLIN

Rigid PUR/PIR Insulation Board Manufacturing Facility:

Hydrogeological Statement

21/l l/2002

APPENDIX Figure One

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y---., 5. ‘I

t ,’ ::’ Consultant Hydrogeologists Limited x-i

Technc’cgy Centre Wofverhamptan Science Park Wolvefhampton. WV1 0 9RlJ

Tel:019M824111,Faxr019UZ824112 email: bclhydro@ukonlii.co.ukwww: web.ukonline.co.L;icjbclhydro

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EPA Export 25-07-2013:14:00:00

Proposed Pentane

Stream

’ a

/.- L.8,” I --_

3.798

Y i 903

903a

Woodford River

__-- _ - --I__--.

IIf3 13,500 FIGURE ONE

I .

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VIKGINIA LABORATORIES SERVICES LIMITED Bailieborough Enterprise Centre, Tel. 042-9694894 Stonewall, Fax 042-9694895 Bailieborough, Co. Cavan. Co. Reg. No. 335956

CERTIFICATE OFANALYSIS

Client: Pat Byrne Consultants, Pullamore, Cavan.

Sample : 2 Water Samples Taken By : Client Date sampled : 26/l l/O2

Test

PH Ammonia Calcium Conductivity Total Hardness Total Alkalinity Total Suspended Solids Total Dissolved Solids Nitrates Iron (Fe) Manganese Magnesium Na Cl Potassium Chemical Oxygen Demand COD

Units pH at 20 C mg/l mg/l Micro semens mg/l mg/l

Sample 1 7.29 - 0.0 20.64 690 96.4 40

Sample 2 6.14 0.0 10.16 350 57.3 25

mg/l 0.4 0.1

&g/l 4.99 4.87 mg/l 0.0 0.0 mg/l 0.2 0.8 mgll 3.74 3.54 mg/l 6.0 8.0 mg/l 8.74 3.79 mg/l 1.88 1.28

mg/l 59.6 69.4

4th December 2002

RefNo. 211011

This is to certify that the above water tested by Virginia Laboratories Services Ltd.

Results relate to samples presented only.

Signed : &a& P. McCabe (Director)

On behalf of: Virginia Laboratories Services Ltd. Directors : Pat McCabe 086-836 1017, Jerry Hurley 087-260 1840.

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EPA Export 25-07-2013:14:00:00

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EPA Export 25-07-2013:14:00:00

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EPA Export 25-07-2013:14:00:00

E SU-i?SUHFACE PROFILE

Depth 1 Symbol 1

I

Description Friable

1

sandy clay

Iron enriched moderately imperme

laver

Coarse sand interspersed with

impermeable daub

Dense

Daub

Iepthl Elev.

0.3

0.7 0.8

1.8

2.0

2.8

Colour Density

Red Medium

Orange

Oranae

Grey

Black

Blue I Grey

-ow - medium

High

Preferential flow paths

Sroundwater low from northerly lirection

Ground water at . . . . . . . . . . . . . . . . ..n......... 2.lm bgl

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EPA Export 25-07-2013:14:00:00

1 Borehole No. 2

Pat Byrne Consultants Limited

Puliamore Dublin Road

Cavan

Client:

Site<-‘

Location:

Date:

Logged By:

15/l l/2002

P. Byrne

r SUBSURFACE PROI?-&

Depth Symbol Description

Silt/ Clay

Iron enriched highly ciastic

layer

Daub

Iepthl Elev

0.3

Colour

Brown

Orange/ brown

, . . . . . . . ‘ . . . . . . . . . . . . . . . .

Blue/ grey

Densitv

Medium

High

,...................I

T Preferential

flow paths

‘referential

low path Indetermined

Ground water at 1.7m bgl ,.........,....a.. . . . . . . . . .

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EPA Export 25-07-2013:14:00:01

Pat Byrne Consultants Limited

Pullamore Dublin Road

Cavan

Client:

Site:

Location:

Borehole No. 3

Date: 15/l 112002

Logged By: P. Byrne

r SUBSURFACE PROFILE

Depth Symbol Description

1 I Iron enriched silty clay

sandy fine gravel

Plastic duab

3epthl Elev,

0.28

1.38 .i

1.68

3.2

Colour

Brown

Orange red/

wy

. . . . . . . . ..*...*..........

Black

Blue

Density

Medium to high

Medium

. . . . . . . . . a . . . . . . . . .

High

Preferential

flow paths

Preferential flow path recorded at

northeastern and southwesten

corners

Evidence of heavy iron

deposition also noted.

Ground water at ,........................... 1.3m bgl

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EPA Export 25-07-2013:14:00:01

TEMPERATURE (degrees Celsius) mean daily max. mean daily min. mean absolute max. absolute min. mean no. of days with air frost mean no. of days with ground frost

RELATIVE HUMIDITY (%) mean at 09OOUTC

mean at 15UOlJTC

SUNSHINE (hours) mean daily duration greatest daity duration mean no. of days with no sun

RAINFALL t’mm) mean month/y tofal greafesf daity total mean no. of days wifh >= 0. Zmm mean no. of days with >= l.Omm mean no. of days with >= 5.Omm

WIND (knots) mean monthly speed max. gust max. mean IO-minufe speed mean no. of days with gales

WEATHER (mean no. of days with.. .) snow or sleet snow lying at OSOOUTC hail thunder

-fy

1:3 4.0

13.1 -12.4 10.4 16.7

90 89 87 82 78 79 82 85 88 90 91 91 86 a5 78 73 68 67 69 70 72 75 79 83 86 75

1.41 2.08 3.03 4.52 5.28 4.91 4.28 4.07 3.32 2.44 1.79 1.13 3.19 7.5 9.5 11.3 13.4 15.3 16.0 15.7 13.5 11.7 9.3 8.5 6.7 16.0 13 a 6 4 2 2 3 3 5 7 10 14 77

90.7 67.5 77.2 56.4 67.4 67.7 60.4 85.0 83.1 96.7 85.5 90.6 928.4 27.1 27.1 33.5 24.9 26.9 30.4 37.5 45.6 27.6 76.8 34.8 35.1 76.8 21 16 19 16 17 17 17 19 18 20 19 20 218 16 12 14 12 13 12 12 14 14 15 14 15 164 7 5 6 4 5 5 4 6 6 6 6 7 66

9.8 9.6 10.1 8.5 8.0 7.2 6.9 6.9 7.5 83 81 73 63 60 57 53 55 87 54 51 45 40 35 36 32 37 50 1.2 0.8 0.9 0.2 0.2 0.1 0.0 0.0 0.2

a.5 68 40 0.3

0.1 0.0 0.7 0.1 5.1

8.5 9.4 8.4 71 75 87 42 47 54 0.3 0.5 4.8

7.1 6.4 4.9 2.0 0.4 0.0 0.0 0.0 0.0 4.7 2.5 1.3 0.3 0.0 0.0 0.0 0.0 0.0 1.2 1.9 3.9 3.0 1.7 0.4 0.1 0.1 0.3 0.1 0.1 0.1 0.3 1.1 1.6 0.9 0.8 0.4 5.1 4.4 2.7 2.9 2.0 2.0 2.3 4.7 5.2

2.0 4.2 26.9 0.5 1.4 10.8 1.2 1.0 15.5 0.0 0.1 5.7 5.7 4.7 46.8

]

height 89 m&es above mean sea level

feb 7.1 1.3 4.2 14.0 -9.0 9.2

14.9

mar 9.2 2.1 5.7

20.6 -9.8 6.8 13.4

apr 11.6 3.4 7.5

21.9 -4.2 3.3

11.5

-Y-F- 5-f

10.1 25.4 -3.7 0.6 6.3

-% 8.i

12.9 28.1 0.5 0.0 1.5

jul 18.6 10.4 14.5 30.5 4.1 0.0 0.2

aug 18.3 10.1 14.2 27.5 1.5 0.0 0.8

sep 16.0 a.3

12.1 23.5 -0.2 0.0 2.1

OCf 13.1 6.5 9.8

22.1 -3.0 0.8 4.4

nov 8.9 2.9 5.9

16.2 -6.6 6.5

12.9

dec 7.4 2.2 4.8

14.8 -10.4

8.6 14.3

year 12.4 5.2 8.8 30.5 -12.4 48.1 98.9

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EPA Export 25-07-2013:14:00:01

.

Extreme Rainfall Return Periods ,ocation: Ballyconnell, Co. Cavan lverage Annual Rainfall: 1164

&ximum rainfall (mm) of indicated duration expected in the indicated return period.

luration rnin

:min Lrnin .O min 5min ‘0 min ;O min ! hour ! hour i hour 2 hour !4 hour I8 hour 16 hour

l/2 1

5.1 6.3 6.8 8.4 9.0 11.0

11.9 14.5 16.3 19.5 19.7 23.4 25.2 30

31 37 38 45

Return Period (years) 2 5 IO 20 50 IOC

1.7 2.1 2.4 2.9 3-C 3.0 3.5 4.1 5.1 5.c 5.3 6.3 7.5 9.2 10.E 7.6 9.1 10.8 13.6 q5.7

7.1 9.5 11.5 13.8 17.4 2c 9.4 12.6 15.1 17.9 22 2E

12.3 16.2 19.3 23 28 3: 16.0 20.7 24 28 34 4c 21.2 27 31 36 43 4:

25 32 37 42 50 5: 32 40 46 53 62 71 40 49 56 63 74 8: 49 59 67 76 88 95

dotes: Larger margins of error for 1,2,5 and 10 minute values and for 100 year return periods MS&O: 16.2 MS2d: 56 M56Oh52d: 0.29

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EPA Export 25-07-2013:14:00:01

Average annual (197185) maximum soil moisture deficit (SMD), in mm, and occurrences of occurrences of 10 day periods with at least 75m and SMD and zero deficit at the specified stations.

Average Average no. of max. IO day periods SMD, with > 75mm Zero Deficit

Station mm deficit (or wetter) I

Kinsealy 95 4.3 I 21 .Oak Park a5 3.1 I 19

Johnstown a7 t 2.6 20 Baflinamore 65 1.1 25

Gienamoy 60 1 I I 0.5 25

Valentia Observatorv 1 54 I 0.1 28

, . I’,.. ‘,

Penman Formula estimates of mean values of the potential evapotranspiration from grass (mm] for the period 1958-1982

Clones. Month 1 Penman 1

Jan 1 2 Feb 1 14 t

Mar 1 I 30 1 Apr ’ / , I 52 i

1 !

May I ! ! 72 94 I I I Jun I I I I

JUI Aw Sep Ott

1 Dee 1 I Year I

I 71 58

I 35 17

I I I I t 436 I

I NW I I I 3 I I

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EPA Export 25-07-2013:14:00:01

..?

,.: :

TDSOO31 issue 2 October 2001

NOMINAL SIZE CLASS.1 & CLASS 2 FULL RETENTION SEPARATORS

.., .’

:o

Klargeiter -a. I

Kiargester are very pleased to provide a revised range of separators under the code of NS. Nominal size. The NS code denotes the flow at which the separator operates and is only able to be applied to products which have been independently tested and certified. The British Standards Institute (BSI) have tested the required range of Klargester separators and have certiied their performances in relation to their flow and process performance. It is only after these tests have been completed, that it is permissible to use the NS prefx Klargester are the first UK manufacturer to have the required product range certified in the UK.

Klargester NS Class 1 and Class 2 Full Retention Separators are certified as complying to the Environment Agency Pollution Prevention Guldelines PPG3, issued March 2000. They are designed in accordance with EN 858 (Partl) The use of an oiUv&er separator is required wherever there is the risk of hydrocarbon pollutants causing contamination at the point of discharge i.e. an open ditch, river, stream or groundwater

ONLY certiied NS separators should be installed, in accordance with the Environment Agency guidelines.

Klargester NS separators treat the whole of the specified flow. The calculated drainage areas served by each separator are indicated according to the PPG 3 formula. (0.018) & as calculated using formula derived from a rainfall intensity of Xlmmlhr fotiula. (0.014)

Each separator design indudes the necessary requirements fof :-

* Oil storage volume l Silt storage capacity . Coalescer. Class 1 units oniy. . Automatic Closure Device - to retain excess sto& 08 and avoid

contaminating the discharge. Klargester Separators are frequently specified & accepted by Local Authorities, major contractors and environmental regulatory bodies.

Independently tested & performance sampled, certified by the ESI

Light and easy to install. Comprehensive range. Class I,& Class 2 designs.

Silt storage volume inclusive.

Rapid availability. Fitted inlet/outlet connectors. Vent points within necks. Extension access shafts for deep inverts.

Maintenance from ground lever. Optional separate tube to contain oil probe to operate excess oil

Alarm System.

Full Retention Separators are used in high risk spillage areas such as Fuel distribution depots, Vehicle workshops &Scrap yards.

Low risk areas such as open car parks may be suitable for Bypass Separators.- see separate data sheet. Reference should be made to

EAISEPA Guidelines PPG 3 when selecting a separator.

To select the correct Class 1 or Ctass 2 Full Retention Separator for your application, turn to the table ovefleaf.

Alternatively consult our Technical Sales Department at our head office in Astor: CBntX. i 01295 833014.

Klaraester have exoerienced technical renresentatlves ooeratina

Separators are avaibble for use with vehicle wash facilities. Garage forecourts require the Klargester ‘Envimceptor’ Forecourt Separator.

Contaminated water enters the unit, the internal design and configuration ensures that the liquid is retained for a sufficient period to ensure quiescent conditions tithin the Separator. Lighter than water pollutants, such as oils and petrol. rise to the surface of the water and are retained within the separator. Separated liquid discharges. An automatic closure device seats off the outlet when the retained oii reaches the pre-determined level. Retained oil must be emptied from the unit once the level of oil is reached and the closure device operated.

Class 1 separators include a coalescer unit to produce an improved discharge effluent quality. In ES1 witnessed performance tests, our units produced effluent with less than the maximum allowable level of 5m@ oil. Class 2 units do not have a coalescer. In the witnessed performance tests, our units produced effluent with less than the maximum allowable level of lOOmg/l oil.

Alarm systems are available to meet PPG 3 guidelines. In quiescent conditions, a visual and audible warning is provided by the control unit to indicate when removal of the retained hydrocarbons 6 required. The alarm is triggered by a probe which activates when the oil stored in the separator reaches 90% of the allowable oil storage volume. Alarm Control Units are available as mains battery 8 solar powered. We recommend that the oil probe Is fitted within a dedicated tube located either in the body of the unit or within the access neck. The dedicated tube aids operation of the probe, provides easy access for maintenance and reduces the chance of damage during emptying and coalescer removal. Please request when ordering the separatof.

Kiargester oil/wat+r separators are manufactured from durable, rot and corrosion proof glass reinforced plastic, combining light weight with outstanding strength.

The required range of separators has been certified as meeting the Environment Agency’s PPG 3 requirements. Ail Kbrgester products are manufactured and accredited to BS EN IS0 9002 Quality Management System.

The unit should be installed on a suitable concrete base slab and surrounded with a concrete backftil. If the separator is to be installed within a traffied area, a suitable cover slab must be designed to ensure that superimposed loads are not transmitted to the top or side walls of the unit. Separators should be vented in accordance with 388301:1985: Building Drainage or Health and Safety Guidance Note HS (Gj41 for filling statbns subject to Local Authority requirements. Detailed installation guidelines are supplied with each unit.

separator, must be periodically removed to ensure that maximum effectiveness of the unit is maintained. The coalescer assembly should be inspected & cleaned at the same time. When required. the coalescer media can be replaced. In the event of a major pollutant spillage, or if the oil level alarm activates, stored pollutants should be removed from the unit immediately. Separator waste is a ‘special waste” under the terms of The Waste Management Code of Practice.

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EPA Export 25-07-2013:14:00:01

: : , ‘,.

6

CLASS I 8, CliAS%? FULL RETENTION SEPARATORS

Drainage Drainage Silt Oil (‘Is) Area (m*) Area (K?) Storage Storage

Length Unit Dia. M:itze Base to

61 PI nlet lnve 50mm/hr PPG-3 Capacity Capacity Dimensions

K’1) (4

Invert (3) Invert(E) Dia.

(0.014) (0.018) Litres Litres 1 (Cl I I I , ,

30 1 1760 1225 1 600x900 1 I020 1 970 f 500 1 200 -7 N, _ , _ .__ ___ , m-1 60 ( 1760 1225 1 600x900 1 I020 1 970 1 500 1 200 NS 10 IO 720 555 1 1000 100 1 2610 1225 f 60( NS15 I5 1080 835 1 1500 150 1 3910 1225 I 60( NS7fl 7ll lAdi 1115 I 7llnn 700 1 37t-ll-l

-

1x900 1020 970 500 200 , ~~~X900 1020 970 500 200

- -- -., , . . .I ” ‘- ---- -- - ---- 2010 1 600 1850 1800 1000 200 S30 1 30 1 2160 f 1670 ) 3000 1 300 1 3915 2010 1 600 1850 1800 1 1000 315 R A0 i 40 2375 1 4000 1 400 i 4360 2010 t 600 ?850 1800 1 1000 315

S 100 1 100 7200 5560 1 10000 1 1C S 125 i 126 9000 i 6945 i 12500 1 12

jO0 1 2500 1 2450 1 1000 1 315 SO0 1 2500 / 2450 1 1000 1 450

Dl

l-l

a I

.-.-.-i _._. -

g

_ i i 1

D

All dimensions are in millimetres. Units.>NS 20 have multiple necks fitted. Units >NS 80 have multiple coalescers

To specify a Klargester Class I or 2 Full Retention Separator, the following information is needed:

l The calculated flaw rate NS or the drainage areas served. This determines the size of unit. The drainage areas given above relate to a 50 mm/hr rainfall intensity. (0.014) or the area calculated using the PPG 3 formula (0.018)

Our designs are based on the assumption that any interconnecting pipework fitted elsewhere on site does not impede flow into or out of fie separator. Run-off from low risk areas, such as roofs, should not be connected to a separator. If this cannot be avoided, the separator must be re-sized to take into account the additional flow.

l The required discharge standard. I.e. a unit to meet Class I (‘5 mg/l) or Class 2(<100 mg/l) Oil -as demonstrated during the test procedure) . The drain inlet invert depth.

The difference between the drain invert depth and the

minimum invert (E), rounded up to the nearest half metre, is the length of extension shaft(s) needed.

Extension shafts kits, for site fitting are avaiiabfe in 0.5 metre increments. The maximum recommended invert depth for these separators is 2.012.5m total. The kit includes coalescer extension handles. Units may be installed at greater depths with an appropriate civil engineering design and you must make suitable provision for coalescer removal and maintenance.

l With or without an Oil Probe tube.

l Oil Alarm System. See separate Data sheet for available options.

l Pipework type & Sizes ’

The table indicates the standard pipework fitted. Up to and including 315mm lD, the pipe is PVCu spigot. >450mm are GRP connectors. The standard size stated are generally those required by EN 858. By request, alternate sizes can be fitted however, please note we do not alter internal pipewotk dimensions and alternate pipework selections will generally be fmed external to the standard.

Klargester Environmental Ltd. College Road, Aston Clinton, Ayiesbury,

Bucks, HP22 5EW

Tel: 01296 633014 Fax: 01296 633001 httpz/w.klargester.co.uk uksales@klargester.co.uk

Manufacturing and distribution units also at: East Kilbride 01355 248484

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EPA Export 25-07-2013:14:00:01

~-~ -__--._-__-- -------_.-

‘1.’ _____L ._.._____.. --.- -__. - _.__._._. - . .__.... . . - . . . - - . . - _. .._ . . - _ _ _....-_.. ._ _ _ _ -

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EPA Export 25-07-2013:14:00:01