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Dava Farms Ltd. Environmental Impact Statement E.I.S.)
Appendix No. 10
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Percolation Test Report
ci: Jv.ENVIRONMENTAL PLANNERS LTD. Appendixes
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)Michael Hetherton B. Eng. C. Eng, MIEI
Architectural & Engineering Services,Unit 3, Cavan Street, Oldcastle, Co Meath.Phone: 049 - 8542911 Mobile:086 - 8048870Fax:049 - 8550989 E-mail:[email protected]
Date: 11/09/09
Dear Sir/Madam,
Reo' Site Assessment Report including trial hole & percolation test results forGreenfield Foods Ltd. at Mullandavagh. Smithborough, Co. Monaghan.
Desk Study
1.1 Aquifer Category
1.2 Vulnerability
1.3 Groundwater Protection Response
1.4 Soils Map.
1.5 Bedrock
1.6 Karst Features
I.7 Conclusion ofDesk Study
2 Visual Assessment
3 Trial Hole Test
4 Percolation 'T' Test for deep subsoils
5 Percolation 'P' Test for shallow soils
6 Impact on Wells / Springs
7 Discussion of results
8 Commercial Treatment System Design
9 Conclusion
10 APPENDIX
Appendix I - EPA Site Characterisation Form
Appendix II - Site Location Map (Scale 1:2500)
Appendix III - Site Layout Plan (Scale 1:500)
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Michacl l Icthcrton Architcctnra] and I.nuinccring Sen ices
1.0 DESK STUDY
A desk study was carr ied out in accordance with the EPA Wastewater TreatmentManuals, Treatment Systems for Single House, section 2.1, desk study.
1.1 Aquifer Category:
The Aquifer Category was determined by researching the Geological Survey ofIreland Website for the townland in question. Figure 1 below shows the result. Thetownland ofMullandavagh is designated; L1 - Locally Important Aquifer, Bedrockwhich is moderatively productive only in local zones .
• ::'~".::.-;::.~..'7'''- - - '. ::~."." ,..",_ "..·::'....".::~:...- ~ .• :::'.J:~:[::-""'- '._. , ,.,..~ .
:::::.~,-:~ , ..~..:.'::~-;,.-_ .."'_ .:'::.~:::;;:;'.:~~;.~',..:........._ , ...,.,." •• ,. c•...-__ ,.,_... ""'~..._..,..'__',c -""..,••·~"" "" .'n e"."" - ··....•
MullandavaghTownland
3150 m.""
Geological Survey of tretand - Groundwater
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Figure 1 . GSI Website, townland ofMullandavagh , designated Ll Locally important Aquifer
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'vlkhat:1 l lcthcrton vrchiicctural and lnginccnng Sen-icc,
1.2 Vulnerability:
The OSI website has a 'Vulnerability' map on display. Reference was made to thetownland in question as displayed below. A vulnerability rating of 'H' - High.
...,". ~~~~9:~i..~--.-:::;:,:. ~ "..:. : :~::. ....:~::: ,_ :;..o,. .....· .. .................._ ,• : :':.~~••:.::s..·, ~" ..1
·:.::......, .,-:':;.;=: __ ...· .. ....0 <-. - ·..··
MullandavaghTownland
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,-
Geolog ical Survey 01Ireland • Groundwater
12SO __ _ _ 2,SOO 31SO m..'m_. _'.. .,3
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Figure 2 - OSI Website. townland ofMullandavagh is designated H- High
1.3 Groundwater Protection Response:
The Vulnerability rating is recorded as H - High and the Aquifer category is recordedas Ll- Locally important Aquifer. The Groundwater Protection Response therefore isrecorded as 'Rl' - Acceptable subject to normal good practice (i.e. system selection,construction, operation and maintenance in accordance with EPA (2000))
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vlichacl I lcthcrtun vrchitcc turnl and I'ngineel'ing Scn ices
1.4 Soils Map:
To determine the existing soils, reference was made to the EPA website and EPAmaps. The site is located in the townland of Mullandavagh. The Principal Soil in thearea is recorded as BminSW - Renzinas/Lithosoils, Basic. The subsoil type asdescribed on the OSI webs ite is classified as till derived from Devonian andCarboniferous rocks.
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SiteLocat ion
Figure 3 - Soil Data from EPA Website
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Michael l Icthcrton Architectural and Lnginccring Services
1.5 Bedrock:
The Bedrock type was determined Mullandavagh. Figure 4 below shows the result,the townland is designated 'DSL' - Dinintian Shales and Limestones.
Geological Surv ey of Ireland · Groundwater
l l~.." · ..·-· .. ••
ft , ~ .. . _ M • • ' . ... , ..
Q:~,}~;'l~...K.~ ,• :~:.. :.7;"'...::==: - .• """........_ ""'0- _ .~~;r- ""' .~~:- "'._...,... ...._ ,... .~...__...................__.-.....-_....~-::'.~-"""~·1·. ........
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MullandavaghTownland
Figure 4 - Bedrock details from GSI website
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M ichac I llcthcrton 1\ rchitcctura l and l.nginccring Services
1.6 Karst Features:
Proximity of existing Karst features was determined by researching the GeologicalSurvey of Ireland Website for the townland ofMullandavagh. Figure 5 belowindicates no karst features within close proximity of the site.
Geological Survey of Ireland - Groundwater
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" ..... c~... ·.".'n,...... ....o C_' .oW.". '
MullandavaghTownland
Figure 5 - Karst features (arrow indicates approx. location of site).
1.7 Conclusion of desk top study
The soil mapping found the soil to be recorded as BminSW - Renzinas/Lithosoils,Basic. The subsoil type is classified as till derived from Devonian and Carboniferousrocks. The Groundwater Protection Response therefore is recorded as 'R l ' which isacceptable subject to normal good practice (i.e. system selection, construction,operat ion and maintenance in accordance with EPA (2000». It is concluded possibletargets at risk include any existing wells and groundwater. From the OSI I:2500 mapthe nearest natural watercourse is located over 90m west of the proposed percolationarea. The conclusion of the desktop study is positive , so far the site would seemsuitable to accommodate a wastewater treatment system.
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____--'-Michac:l..!..!c thcrlOIl Architectural and I'n ~incL'rillg Scn"iccs
2.0 VISUAL ASSESMENT
A site inspection was carried out on 8th September 2009. The information recordedfrom the inspection is detailed in section 3.1 of the EPA Site Characterisation form.
The site was dry under foot and appeared naturally well drained . There was noevidence of rock outcrop on the site despite the site adjacent to an area designatedExtreme. The site is located in a field with level ground. There is a factorydevelopment and dwelling located in a north-easterly direction of the site. Thepercolation areas serving these existing developments are located at least 100m awayfrom the proposed percolation area. In relation to targets at risk, there is no activewell within 100m of the proposed percolation area. The adjacent developments andthe proposed development are to be served by a mains water supply with a back-updeep bored well supply as a secondary source of water. There is a watercourse to thewest of the proposed percolation area position, which is classed as a target at risktogether with the groundwater. The existing boundaries surrounding the site in anorthern, southern and eastern direction consist of timber post and wire fencing. Thewestern boundary adjacent to the watercourse consisted of timber post and wirefencing with some native tree planting.
From the visual assessment it is concluded that the site would seem to be suitable fora wastewater treatment system.
Picture I - Viewpoint of proposed site facing south. The proposed percolation areashall be located in the centre of the picture where spoil heaps are evident
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Michac l l lcthcrton Architectural and Engineering Services
3.0 TRIAL HOLE TEST
I refer to the above and wish to inform the Planning Department that both thepercolation and trial hole test was carried out in accordance with The E.P.A " WasteWater Treatment Manuals: TREATMENT SYSTEMS for SINGLE HOUSES . Therewas no water evident in the 2.25m deep trial hole 48 hours after excavation.
Picture 2 - 2.25m deep Tria l Hole
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f'vl ichacl l lcthcrton Architcclural and I'nginccrillf! Scn icc"--"'--
4.0 PERCOLATION 'T' TEST FOR DEEP SUBSOILS
Two holes were excavated on the 8th of September 2009 on the site of the proposedperco lation area. Test was carried out in accordance with The E.P.A " Waste WaterTreatment Manuals: TREATMENT SYSTEMSfor SINGLE HOUSES, Appendix B,(Percolation Test 'T' Test procedure). The test recorded an average 'T' value of 8minutes/25mm .
Picture 3 - 'T' Test I
Picture 4 - 'T' Test 2
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;\lichacl Ilcthcr!..l.,n Architectural and I.ngineering Sen ices
5.0 PE RCOLATION ' P' TEST FOR SHALLOW SOILS
To determine the permeability of the topsoil the 'P' test was carried out. Two holeswere excavated on the 8th of September 2009 on the site of the proposed percolationarea. Test was carried out in accordance with The E.P.A " Waste Water Treatmen tManuals: TREATMENT SYSTEMS/or SINGLE HOUSES, Appendix B, (PercolationTest 'P ' Test procedure). The test recorded a ' P' value of22 minutes/25mm.
Picture 5 - 'P' Test I
Picture 6 - ' P' Test 2
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Michac l l lcrhcrton Arch itectural and I'nginccl'ing Scn ICC'
6.0 IMAPeT ON WELLS I SPRINGS
Any existing or proposed well must be in line with recommendations advised in tableI - 'Recommended minimum distance between a Receptor and a Percolation Area orPolishing Filter' as detailed in document titled 'Groundwater Protection Responsesfor on-site wastewater systems for single houses - Summary' . Table I details thefollowing separation distances;
T value<30 and depth of subsoil greater than 2.0m a well can be located as follows:• Down gradient domestic well 40m from proposed percolation area• Domestic well alongside 25m from proposed percolation area• Up-gradient domestic well 15m from proposed percolation area
There is no existing well within 100m of the proposed site. Adjacent buildings areserved by Aughnashalvey Group Water Scheme. The proposed development is to beserved by the same mains water supply with a back-up deep bored well supply as asecondary source of water. The proposed well is to be located 100m from theproposed percolation area position towards the southern boundary.
'The watercourse to the western boundary of the site was examined and evaluated inrelation to impact as a result of the installation of the proposed percolation area. Thewastewater treatment system and percolation area is to be positioned to comply withdistances (metres) in table I below. This table is an extract from the EPA WastewaterTreatment Manuals, Treatment Systems for Single Houses, 2000. The proposedpercolation area is to be located greater than 10m away from the existingwatercourse.
Table 1: Required separation distances for wastewater treatment sys tems (metres)
Type of sy'S leln ""a f E' H Oll l"Sf'! w-n« LakE> Any Site Road Slopestre am 'S pring..... Dwell in g bouu rlarv breaks/
cut s
Septic tank:prefabricatedintermitt ent filters: 10 10 50 7 3 4 4mechanical aerationsystems
In situ intermi ttentfi lters; percolation 10 30 50 10 3 4 4area; polishing fi lters
.. This applies to wells down-gradient orwhere flow drrecriouis unknown, Formore information on wells alongsideorup-gradient consult DELG,EPA'GSI groun d waferprotection SCht"11~ 1.
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7.0 DISCUSSION OF RESULTS
Overall the results obtained were very positive. From the desktop study the Aquifercategory was recorded as Ll and the vulnerability rating was recorded as H-High.The groundwater response was therefore concluded as RI - acceptable subject tonormal good practice (i.e, system selection, construction, operation and maintenancein accordance with EPA (2000)). The principal soil in the area is recorded asBminSW - Renzinas/Lithosoils, Basic. The subsoil type is classified as till derivedfrom Devonian and Carboniferous rocks. This is a well drained soil with amoderately wide usage range. The bedrock is recorded as DSL - Dinintian Shales andLimestones.There is a natural watercourse/stream running approx. 60m west of the proposedpercolation area. The visual assessment showed positive signs and absence of anywell within 100m of the site. The site was dry under foot and appeared naturally welldrained. There was no evidence of rock outcrop on the site, despite the site adjacentto an area designated extreme. The trial hole investigation revealed no watertablewithin 2.25m of ground level. The permeability of the subsoil, 'T' test recorded avalue of 8 minutesl25mm. The permeability of the topsoil, 'P' test recorded a valueof 22 minutes/25mm. These values indicate that the existing soil has excellentdrainage characteristics.
In conclusion, the site is suitable to accommodate a commercial wastewater treatmentsystem.
8.0 COMMERCIAL TREATMENT SYSTEM DESIGN
Unlike standard domestic houses where there exists an availability of a wide range ofstandard treatment units by different manufacturers, such a broad range does not existfor commercial systems. Each commercial unit must is designed from first principlestaking consideration of site assessment results twinned with variable such as loadingfactors, usage etc.
8.1 Design Basis
NOTE: EPA Wastewater Treatment Manuals: 'Treatment Systems for SmallCommunities, Business, Leisure Centres and Hotels' advised in table 3 the followingloading for Industry such as 'Office and/or factory with canteen':
• 60 litres / head / day• 30 BODsgrams / head / day
/ ,
Hydraulic flow:Organic load:
14 staff@ 60 litres / head / day14 staff @ 30 grams / head / day
) ~:
= 840 litres / day0.42kg / day
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8.2 Treatment Unit:
An advanced treatment unit shall be installed comprising of:• Primary Settlement, Sludge Storage & Flow Balancing• Secondary Treatment (Aeration)• Clarification & Sludge Return• Pump Discharge
The pumping chamber shall send the effluent to a tertiary polishing filter as discussedbelow in section 8.3. The treatment units and polishing filter shall be positioned inthe site to comply with separation distances as highlighted earlier in table 1.
8.3 Tertiary Polishing Filter
It is proposed to construct a polishing filter of the type 'Direct Discharge'. Thissystem does not use trenches to distribute the effluent but instead uses a gravel layer.The main advantage to using this system is a saving in area. The actual designbreakdown of the polishing filter is as follows:
• Distribution pipes shall be spaced at 1m c/c, as is of the type 'Direct Discharge.The distribution pipes shall have a minimum cover of 100mm from groundsurface. The system is as specified and explained in section 4.11.1, The E.P.A" Waste Water Treatment Manuals: TREATMENT SYSTEMS for SINGLEHOUSES".
• The site recorded a 'T' Value of 7, therefore the recommended loading rate forthe polishing filter as per section 4.11.1, The E.P.A " Waste Water TreatmentManuals: TREATMENT SYSTEMS for SINGLE HOUSES" is 20 litres / m2 /
day. The area of the polishing filter is calculated as follows:
= 840 litres / day20 litres / m" / day
(
/ ,
= 42 m2 (or an area of 10m x 4.2m)
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9.0 CONCLUSION
It is concluded the site is suitable to accommodate an advanced wastewater treatmentsystem incorporating the use ofa mechanical aeration system and soil polishing filter.The site complies with the most important criteria for site assessment;
• The effluent will not pond on site, due to the favourable 'T' value of 8minsl25mm.
• The effluent will be suitably treated through the use of a mechanical aerationsystem and soil polishing filter before it reaches any target
• All minimum separation distances will be complied with
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APPENDIX
EPA Site Characterisation Form
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vlicbucl l Icthcrton ;\rchilcclural Hllcll~n~c~il1ccriIHlServices
E.P.A SITE CHARACTERISATION FORM
PLANNING REF. NO: Not available
To avoid any accidental damage, a trial hole assessment or percolation tests should not beundertaken in areas, which are at or adjacent to significant sites (e.g. NHAs, SACs, SPAs,and/or Archaeological etc.), without prior advice from Duchas, the Heritage Service or otherrelevant bodies.
1.0 GENERAL DETAILS (From planning application)
NAME & ADDRESS OF Greenfield Foods Ltd.APPLICANT:
NAME & ADDRESS OF FIRM C/O Michael Hetherton, Unit 3, Cavan St, Oldcastle, Co.WHO IS UNDERTAKING SITE Meath.ASSESSMENT
SITE LOCAnON ANDMullandavagh, Smitbborough, Co. Monaghan.
TOWNLAND:
TELEPHONE 049 - 8542 911 FAX NO: 049 - 8550989 E·MAIL: mbarchl@yaNO: boo.co.uk
MAXIMUM See Dote below NO. OF N/A NO. OF N/ANO. OF DOUBLE SINGLERESIDENTS: BEDROOMS: BEDROOMS:
Group private well/heFehele gr9l:lp welllb9f'ehalePROPOSED WATER SUPPLY: Water ~(tick as appropriate) ~
DESIGN OCCUPANCY:
Office:• 14 Office staff
NOTE: EPA Wastewater Treatment Manuals: 'Treatment Systems for SmallCommunities, Business, Leisure Centres and Hotels' advised in table 3 the followingloading for Industry such as 'Office and/or factory with canteen':
• 60 litres / head / day
• 30 BODS grams / head / day
14 staff @ 60 litres I head I day =840 kg
(This compares to a standard 4 bedroom house which generates 1440 litres I day (i.e. 8x 180)
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Michacl llcrhcnon Architectural and l'ngillccrimr ~,crvicc,
2.0 DESK STUDY
SOIL TYPE: BminSW - RenzinaslLithosoils, Basic
SUBSOIL TYPE: Till derived from Devonian and Carboniferous rocks.
BEDROCK TYPE: Dinintian Shales and Limestones
AQUIFER TYPE (from draft Ll-Locally Important Aquifer, Bedrock which ismap): generally moderatively productive only in local zones.
VUNERABILITY CLASS: H-High
GROUNDWATER 'RI' - Acceptable subject to normal good practice.PROTECTION RESPONSE:
Presence of significant sites None Evident(archaeological, natural &historical):
Past experience in the area: No negative past experience in the area
Comments:
(Integrate the information above in order to comment on: thepotentialsuitabilityofthe site,potentialtargetsat risk,and/oranypotentialsite restrictions).
Thesoilmapping found the soil to be recorded as BminSW - RenzinaslLithosoils, Basic. Thesubsoiltype is classified as till derived fromDevonian andCarboniferous rocks.The Groundwater ProtectionResponse therefore is recorded as 'RI' whichis acceptable subjectto normal goodpractice (i.e. systemselection, construction, operation andmaintenance in accordance withEPA (2000)). It is concludedpossible targets at risk include anyexisting wellsand groundwater. Fromthe OSI I:2500 mapthe nearestnatural watercourse is located over90mwestof theproposed percolation area.The conclusion of thedesktop studyis positive, so far the sitewouldseemsuitable to accommodate a wastewater treatmentsystem.
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3.0 ON-SITE ASSESSMENT
3.1 Visual Assessment
TOPOGRAPHY: Level LANDSCAPE: Drumlin
SLOPE: Steep (>1:5) Shallow(l :5-1 :20) RelativelyFlat(<I :20)
..j
OUTCROPS: None
HOUSES: 1No. house located within 200m of the proposedpercolationarea location.There is a factory unit located100maway from the proposedpercolationarea position.
DITCHES: No drainageditches are surroundingthe site.
WELLS: The adjacent house and factory unit is serviced byAughnashalvey Group water scheme.
SPRINGS: From the rural place map there is no adjacent springs inproximityto the site
KARST FEATURES: None evident.
ROADS: Private laneway off local road.
WATERCOURSE: Watercourse located60m west of the proposedpercolationarea, 400mm waterevident.
LAKES/SURFACE WATER None evident.PONDING:
BEACHES/SHELLFISH None evident.AREASIWETLANDS:
SITE BOUNDARIES: Existingtimber post and wire boundaries with somenativetree planting to western boundary. EPA separationdistancescan be comfortably compliedwith.
EXISTING LAND USE: Agriculture
GROUND CONDITION: Firm.
Comments:
A site inspectionwas carried out on 8th September2009. The site was dry under foot andappearednaturally well drained.There was no evidence ofrock outcrop on the site despite the
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Michael Hcthcrton Architectural and r:,J1~.,illccrillg Services
site adjacent to an area designated Extreme. The site is locatedin a field with levelground.There is a factory development and dwellinglocated in a north-easterly directionof the site.The percolationareasservingthese existingdevelopments are locatedat least 100maway fromthe proposedpercolation area. In relation to targets at risk, there is no activewell within 100mof the proposedpercolation area. The adjacentdevelopments andthe proposed development areto beserved by a mainswatersupplywith a back-updeep boredwell supplyas a secondarysource of water. There is a watercourse to the west of the proposed percolation area position,which is classedas a target at risk together with the groundwater. The existingboundariessurroundingthe site in a northern, southernand eastern directionconsistof timber post andwire fencing. The western boundary adjacentto the watercourse consistedoftimberpost andwire fencing with some nativetree planting.Fromthe visual assessment it is concluded that the site wouldseemto be suitablefor awastewatertreatmentstem.
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')
Vliclwcl I lcihcrton /\rchilu;[ur,t! and I'
3.2 Trial Hole
Depth of trialhole (m): 2.25m
Date andtime of
excavation:
8/09/09
Morning
Date and timeof
examination:
10/09/09
48 hours later
Depth from ground surface to bedrock (m)(if present):
Not visible
Depth from ground surface to water table (m)(if present):
O.lm
O.2m
O.3m
O.4m
O.Sm
O.6m
O.7m
O.8m
O.9m
loOm
Um
1.2m
103m
104m
I.5m
1.6m
lo7m
CD1.8m
1.9m
2.0m
2.1m
2.2m
2.3m
Soil/Subsoil Texture &Classification"''''
Topsoilloam
lClay loam
StoneySilty Gravel
SoilStructure
Crumb
1Crumb
Granular
No water evident
Densityl Colour Preferential
Compactness *"''''tlowpaths
Low Brown None
1 !vi ible
Medium Orange/Lightbrown
1Brown
Other Information: No SignsOfMottling.Depth or Water Ingress: No waterevident in trial hole.Assessment:From examination of the trial hole, it is expected that the T and P test will have results less than50 minutes/25mm.
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EPA Export 23-02-2011:12:18:38
I
:1 o
, '
vl ichacl f lcrhcnon Architectural and FiH~iIWC'I'ill!! Service'"
3.3 Percolation ("Tn) Test @ Invert of Percolation Pipe
Percolation Test Hole 1 2
Depth from ground surface to top of hole 400 400(mm) (A)
Depth from ground surface to base of bole 800 800(mm) (B)
Depth of hole (mm) [B - A] 400 400
Dimensions of hole [length x breadth (mm)] 300 x 300 300 x 300
Each bole must be pre-soaked twice before the test is carried out (from 10.00 am to 5.00 pmand from 5.00 pm to next morning)
Date of test IOU! Sept. 2009 10m Sept. 2009
Date pre-seaking started 9m Sept.2009 9ln Sept. 2009
Time filled to 400 mm 11.20 11.33
Time water level at 300 mm 11.26 12.21
Percolation 1 2Test Hole
No.Fill no. Start Time Finisb Time at (min) Start Time Finish at (min)
(at 300 (at 200 mm) (at 300 Timemm) mm) (at 200
mm)1 11:22 11.37 IS 11:35 12.15 402 11.37 11.48 11 12.15 12.58 433 11.48 12.04 16 12.58 14.05 67
Average At 14 Average at 50
Avera~eatl4 =[Hole No.lJ3.5 (tt) Averaae atl4 =[Hole No.2] 12.5 (tl )
T value* =(tt + tz)/2=8 (min/25 mm)
Result of Test: T =8 mins/25mm
COMMENTS:
'T' test successful.
vi
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EPA Export 23-02-2011:12:18:38
fvlichac! Jlcl!lcrlol1 /\rchilcclur;J! and!
o
3.4 Percolation ("P")Test @ Ground Level
Percolation Test Hole 1 2
Depth from ground surface to top of hole 0 0(mm) (A)
Depth from ground surface to base of hole 400 400(mm) (B)
Depth of hole (mm) (B - AI 400 400
Dimensions of hole [length x breadth (mm)] 300 x 300 300 x 300
Each hole must be pre-soaked twice before the test is carried out (from 10.00 am to 5.00 pmand from 5.00 pm to next morning)
Date of test IOu, Sept. 2009 10111 Sept. 2009
Date pre-soaking started 9111 Sept.2009 §i"Sept. 2009
Time filled to 400 mm 11.57 11.59
Time water level at 300 mm 13.19 12.09
Percolation 1 2Test Hole
No.Fill no. Start Time Finish Time ~p (min) Start Time Finish ~p (min)
(at 300 (at 200 mm) (at 300 Timemm) mm) (at 200
mm)1 12.00 13.26 86 12.10 13.10 602 13.26 15.13 97 13.10 14.31 813 15.13 17.03 111 14.31 16.04 93
Average ~p 98 Average~p 78
Avera2Mo/4 = [Hole No.1124.S (Pl) AveralleAo/4 = !Hole No.ll19.S (01)
P value* =(Pl + Pl)/2 =22(min125 mm)
Result of Test: P =22 (min/2S mm)
COMMENTS:
'P' test successful.
Note: Ground Is soft Underfoot, some Evidence Of Wetland Vegetation Such As Rushes OrSurface Trampling.
vii
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EPA Export 23-02-2011:12:18:38
Michael Ilclhcrloll Architcctural and I'ngillccring Serv iccs
4.0 CONCLUSION
(Integrate the information from the desk study and on-site assessment (i.e. visual assessment, trialhole & percolation tests) above and conclude the type of system that is appropriate. Thisinformation is also used to choose the optimum final disposal route of the treated wastewater.)
•
Suita ble for (tick as a ppropriate)
£elltie taRk aRa se il llereelatieR s~'stem;
Septic tank and intermittent filter percolation sys tem and -.Jpolishing unit: or Septic tank and constructed wetlands andpoli shin g unit ;
Mechanical aeration sys tem and poli shing unit -.J
And Suitable for discharge to (delete a s a ppropriate)
£Hrfaee Water
Ground Water -.J
5.0 RECOMMENDATION
Propose to install:
Unit 3, Cavan Street ,Oldcastle, Co . Meath.
B.Eng.C.Eng; MIEI
II th September, 2009
086 - 8048870 / 049 - 8542911
Signed:
Address:
Qualifications:
Date of report:
Phone:
It is proposed to install an adv anced wastewater treatment sys tem inco rporating the use ofa mechanical aeration sys tem and so il po lishing filte r d discharge to surfaee water /groundwate r (de lete as approp . te)
viii
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EPA Export 23-02-2011:12:18:38
6.0 REVIEW (by Local Authority)
Scrvin:s
o
Site visit D Date:
Inspection ofTrial Hole 0 Date:
Inspection ofPercolation Test D Date:Holes
COMMENTS
SIGNED: Date:
IX
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EPA Export 23-02-2011:12:18:38
\lich:ll:l lIcthcrton Archilccll.lrfll and r·
Q
/ \
Site Location Map
APPENDIX II
(Scale 1:2500)
j (;
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EPA Export 23-02-2011:12:18:38
APPENDIX III
Site Layout Plan (Scale 1:500)
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EPA Export 23-02-2011:12:18:38
/) Dava Farms Ltd. Environmental Impact Statement E.I.S.)
Appendix No. 11
Extractfrom General Soil Map ofIreland.
Profile of Soil Association No. 27
c.i:w. ENVIRONMENTAL PLANNERS LTD. Appendixes
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EPA Export 23-02-2011:12:18:38
Soil AssOl:intion
Principal Soil Associated SoilsIlronrl I'hysiolltllphil:
Divisions ~N:---r--'::'"7'-:--:-::-::--"--:-"""':'-:-::--::--os.
Acid Brown Eanhs (401
Interdrumlin Peat andPeaty Greys (151
Acid BrownEarths140%1Interoru mlin Peal andPeatyGl, s 110 111
Grey Brown Podzolics(101
Grey Brown Podzolics(201
Grey Brown POdlOlics1101
Acid Brown Eanhs (151Peaty GI~ys (1 0 I
Gleys (20I
Gleys (20I.Brown Eanhs (51
Greys (851"
Greys (20I, InterdrumlinGrey Brown POdlOlics 160 I Peal and Peaty Gleys!20
Interdrumlin Peal andPaaty Gleys (25)Acid Brown Eanhs (751
Grey Brown POdlOlics (751
Brown Eanhs (20IGrey Brown POdlOlics (70) Glays (5) Basin Peat151
Minimal Grey Brown POdlOlics Gleys(1Ol Brown Eanhsl5(BO I Basin Peat (51
Oegraded Gray Brown Peat (15) Brown Eanhsl1 5POdlOlics 150 I Greys 110 I. POdIOrS '!10Shallow Brow,n Eanhs and ' Gray,Brown POdIOlics(25)Rendlinas (60) ,! , ' , Glays (1 0 I Peal'151';'MinimalGray Brown Pndzolics GI,ys (20 "", ., i/ '
(70 ) Brown Eanhs 11 oT ,-Gleys (10J,
Grey Brown Pedzolics (BO 1 Brown Eaiths (10)
Grey Brown Podzolics (751 Gleys 125/
Grey Brown POdlOlics 180I
25 Gleys 150%I"
mMtt Gleys 160 I".:.;.:.:.:.:.:.:.:
Drumlin(Wet Mineral and Organic
Soils I P":,:,:,:9-------+---:---:::-'-::-----,--!
Drumlin(Orier Mineral and Organic
Soils1
Hat -to Undul~ting .Lowland .
(Mainly dty Minaral Soils I
Flat to UndulatingLowland
IMainlywetMineral andOroanic Soils I
.::
.:
)Parent Material Per cent of
total area
Mostly granite or rhyolite glaciallill 1-132·50
5) Mixed SandSlor.l: limestone glacial tiil 1·69'1'40
Ordovician- Si~rian - Cambrian shale 4·22glacial till 4'3 2
I "', 6'31Sandstone. loWerAvonian shelo91ncinlllll 523
I. Morainic sands and grave ls and blown '42sands '35
Basalt glacial ti ll·0 21·35
Sandston e. granite. mica schist glacial till·74·61
Upper Carbon~erous sha le and sandstone ·77"I~ri .... ' till '64
I. ,.1ica"fr:hist glaciallill 1-412'46
Sandstone glecial till 2·952-78
1 UpperCarbon~erous shale glacial till 4·864·27
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EPA Export 23-02-2011:12:18:38
GR'EY BRO'WN POD~QLICS 6O%,G.L.EYS 20%.INTERORUMLINPEATSANDPEATYGLEYS'20%· " '.
. . .
The soils of this association occupy 3A3% of thec~untry(S80.383ac.; 234.878ha.)They are widely distributed In the country and occur in Sligo. Clare, M~yo.Longford,
Coarse Fille CEC FreeHOT. sand % sand.% . Sill % CJa~ % pH .meq/lOOs C% N% .cm iron%'
AI R . 13 43 3.6 7:1 ·23.6 3.0 0.27, 11." 1.4A2S 9 14' 0 32 6.0 23.6 2.6. 0.30 8.7 0:8'82tll 9 7 iR 46 S.8 18:2 D.9· nd 2.1ell IS 4
'4,4'.37 6.1' . 13.~". 0.3 ·nd - 4.0
i:,"'.
.. " ASSOCIATION 28:
"!.;
, ',:
8'
. O'Mi'lption . .Clay loam; dark grl;Yish:.browl'l (IOYR 4i2) with ironsta~ingon rOOl d!annels: wed: medium subangldarblocky siruclure;.rrillbk:: abundani \'try fine alJ,d fine'roo~;'clear smooth boundary lO: . .
Drultlli~50104n. b.t>. . . ,Poor " ", . ".Glacial lill dDmi/lllntly ofcalcareous shale 'wlth s"(,'m~ ,.and.stone and' siliteous limestone innuence, some .fossilised shell fragments present '."
Analytlcal.data
. . .
Clay loam: greyiSh b~own (2.5 YRSJ2J with manymedium prominent yellowishrcd (S YR 4/8) motnes;very wC8k~him 'su~angular blockyslr'ucture: .friable: rrequl:nlrOOts: abrupi smooih /)oundary 10;
. Clay: IIrey(S Y6/H with fine and medium prominentyellowish brown (I()YR5/4)moltles: massiverendirig'
.....e: ~.'- very- weakcoarse"pr~s~~tic: structure; greycQating.onped races,: slightly stieky, plasne: common rOOlSoRen penetrating ulong structural cracks; gradualsmooth boundary. 10: .
Silty day loam: arey(~ 6/0)wlth many P1~iulTipro- ..:minent olive'brown (2.5.r 4/4).moliles; m.mv~I~"d~
inalo formcoarse piisms;.sticky•.plastic;laTgealdetrOoti appearing in lower part of horizon.
"SOIL ASSOCIATIONS OF DR UMLINS
PrIncipal Soli ....;. Association· 27:Gley
5-.21
21~S2
'iJ,pt"'(cm}O-~
S2·129 .
HorizonAI
Topography:Slope:Allitude:Drainage:PannI mAlerial: .
82111
Cg
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EPA Export 23-02-2011:12:18:38
Dava Farms Ltd. Ellvlronm ental Impact Statement E.I.S.)
Appendix No. 12
(
Local Water Quality Data
c.t; W. ENVIRONMENTAL PLANNERS LTD. Appendixes
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EPA Export 23-02-2011:12:18:38
•
./ '\
BIOLOGICAL MONITORING OF SURFACE WATERQUALITY IN THREE CATCHMENTS IN COUNTY
MONAGHAN
Avaghon Lake Stream (EPA code 36/AJ07)Maghery River (EPA code 36/M/03)Proules River (EPA code 06JP/01)
April 2005
Conservation Services, Tullaha, Glenflesk, Killarney, Co. KerryTel/Fax 06430130 e-mail [email protected]
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EPA Export 23-02-2011:12:18:38
MAP 6 MAGHERY RIVER: BIOLOGICAL Q~VALUES 2005Locations shown are approximate; for exact locations. see Grid References in text
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EPA Export 23-02-2011:12:18:38
3.3.13 SUMMARY OF MAGHERY RIVER BIOLOGICAL MONITORING DATA
Q-ratings for 2005 are shown on Map 6.
SITE 1997 1998 2001 20041t 2005(EPA) (EPA) (EPA) (EPA) (CS)
MA-1 - - - - 3-4
MA-2 - - - - 3
MA-3 - - - - 3
MA-4 (EPA Site 3 3 3 3 3M/03/0200)
MA-5 - - - - 3
MA-6 - - - - 3
MA-7 - - - - 3
MA-8 - - - - 3-4
MA-9 (EPA Site 3 3 2-3 3 3M/03/DeDD)
MA-10 - - - - 3
MA-11 - - - - 3
MA-12 - - - - 3
*Preliminary data Kevin Clabby pers. comm.
3.3.14 MAGHERY RIVER CONCLUSIONS
With the exception of a slightly polluted Q3-4 rating at the most upstream site
(Site MA-1) and at Site MA-8, the Maghery has consistent moderately polluted
conditions at all sites assessed. This indicates significant diffuse pollution from
land runoff, and/or a proliferation of small point sources of pollution throughout
the catchment.
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EPA Export 23-02-2011:12:18:38
S30N3~3:13~ t
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EPA Export 23-02-2011:12:18:39
Rive r:River Code:
Tributa ry Of:
MAGHERY(MAGHERARNEY}36M03
Magh erarney
Sampling Stations and their Biological Quality
Station Location 2007 2004 2001 1998 1997 1993 19890100 Lennaght Br 30200 Br SW of Kilmore L 3 3 3 3 3-4 30600 Br WSW of Drumloo L 3-4 3 3-4 2-30900 Wats Br 3 2-3 3 31000 Br NW ofMaghery 3-4 31200 Hagan's Br 3 3 3 3 3 3 2-3
1986
2-3
Dates Of Chemical Sampling
30/01/2007 21/02/2007 12/04/2007 11/05/2007 06/07/200 7 03/08/2007 25/09/2007 24/10/2007 12/11/200 7
20/12/2007
• Resul ts of Chemical Analyses
Alka linitv Tota l Har dnes s Temperature(mg/l CaC03) (mg /l CaC03) (OC)
Station # Min Med Max Station # Min Med Max Station # Min Med Max
1200 4 99 242 280 1200 4 124 265 304 1200 5 6.0 12.1 14.1
Con duc tivity True Colourr
ill!(~S/cm) (p H Units ) (Haz en)
Station # Min Med Max Station # Min Med Max Station # Min Med . Max
1200 5 233 520 628 1200 5 7.5 7.9 8.0 1200 5 34 43 236
Diss olve d Oxyge n Biochemical Oxygen Dema nd Orth o-Ph os phate(% Saturation) (mg/l 0 2) (mg/ l P)
Station # Min Med Max Stat ion # Min Med Max Station # Min Med Max
1200 5 78 85 96 1200 5 2.3 3.2 4.9 1200 10 <0.02 0.04 0.14
Ammo nia Tot a l Oxid ised Nitrogen Chlor ide(mg /l N) (mg/l N) (mg/l CI)
Sta tion # Min Med Max Station # Min Med Max Stati on # Min Me d Max
1200 10 < 0.03 0.07 0.14 1200 10 0.58 1.07 2.07 1200 10 9 16 18
Assessmen t
Samples taken in February, May, August, October and December were analysed for nutrients only. Based on the biologicalassess ment the river is slightly polluted at Station 060 0 and deteriorates to moderately polluted by Station 1200 however theo-phosphate median value at Station I? OOindicates slightly better qua lity. Some loss of quality was evident in July withslightly raised ammonia, o-phosphate and BOD levels and a depressed DO reading.
Change from 2006
Some improvement in the o-phosp hate median value at Station 1200. Biological assessment shows a slight improvement atStation 0600 from 2004 .
36M03 MAGHERY (MAGHERA RNEY)
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EPA Export 23-02-2011:12:18:39
~g"'tect;on AgencyAn GI",lomhll;reach! 11m Chao",hn'; Comh$haoil
<
Temp.
deg.C
Condo
1J5/cm
pH Colour
Hazen
D.O.%5at
B.O.D.mg/l02
Ammonia Chloride o-Phosphate
mg/l N mg/l CI mg/l P
T.O.N.
mg/l N
Nitrite Alkalinity Hardness
mg/l N mgll CaC03 mgll CaC03
230
~---
12499
28Q --+- _~
270 300
214
-+- -
-------~---
0.019
0.061
2.07
1.50
1.17
1.45
0.58
0.97
0.93--- .,0.69
0.81• --- .-t
1.64
"1
~ -0.05
0.02--+- <0.02
0.04
0.14
0.04
0.09
0.03
0.03
0.07160.10! l 1 j __~!36M03-1200 ! 2705311! 20-Dec-07
2700267 : 30-Jan-07 520 ' : 8.0 I -;36M03-1200 6.0 43 84 3.1 0.10 16
j36M03-1200- - I ~-
2700579 ' 21-Feb-07 , i I0.04 14
36M03-1200 12701123 12-Apr-07 14.1 592 I 7.9 34 ! 96 3.9 I 0.04 18_ _ ---I1 --
,36M03-1200 2701513 11-May-07 ! 0.05 17I
, I -36M03-1200 2702425 06-Jul-07 13.8 233 I 7.5 , 236 78 4.9 I 0.13 -1-._ 9
~-- -
: I36M03-1200 2702907 03-Aug-07 I , 0.08 13-:c-t- -- 1 -
.36M03-1200 2703850 25-Sep-07 12.1 342 7.7 161 86 i 3.2 I 0.14 I _ .!4I
--.- , . '
!36M03-1200 2704300 24-0ct-07 I <0.03 16
[36M03-1200 2704571 I 12-Nov-07 7.7 I 628 I 8.0 I 42 85 I 2.3 ! 0.05 15- _i I I I
Maghery 36M03
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EPA Export 23-02-2011:12:18:39
I
Rive r :MAGHERY (MAGHERARNEY)
RiverCode :36M03
Tributary Of :Magherarney
Sampling Stations and their Biolog ical Quality Rating
Station Location 2007 · 2004 2001 1998 1997 1993 19890100 Lennaght Br 30200 Br SW of Kilmore l 3 3 3 3 3-4 30600 Br WSW of Drumloo L 3-4 3 3-4 2-30900 Wats Br 3 2-3 3 31000 Br NW of Maghery 3-4 31200 Hagan's Br 3 3 3 3 3 3 2-3
Dates Of Chemical Sampling
20/0212008 16/0412008 18/0612008 05/0812008 02110/2008 1511212008
Results of Chemical Analyses
1986
2-3
Change from 2007
No significant change.
Apparently slightly polluted although a high BOD and accompanying low DO was measured at Stat ion 1200 in June.
Al kalinity-total (as CaC031 Nitrite (as Nl Total Hardness (as CaC031(mg/l CaC03) (mgll N) . (mgll CaC03)
Station # Min Med Max Station # Min Med Max Station # Min Med Max
1200 6 140 251 304 1200 5 0.013 0.021 0.038 1200 6 . 150 273 316
Temperature Conductivity @25°C Il.!::!(OC) (I.IS/cm ) (pH Units)
Station # Min Med Max Station # Min Med Max Station # Min Med Max
0900 6 3.1 10.6 15.1 0900 6 250 385 529 0900 6 7.6 7.9 8.0
1200 6 3.2 10.0 14.9 , 1200 6 316 542 634 1200 6 7.7 7.9 8.0
True Colour Dissolved Oxygen (as %Satl Biochemical Oxygen Demand(Hazen) (% Saturation) (mg/102)
Station # Min Med Max Station # Min Med Max Station # Min Med Max
0900 6 52 74 203 0900 6 85 91 100 0900 6 < 1.5 1.5 3.3
1200 6 34 56 186 1200 6 55 90 97 1200 5 1.5 2.0 12.0
ortho-Phosphate (as Pl Ammo nia Total Oxidised Nitrogen (as Nl(mg/l P) (mgll N) (mg/l N)
Station # Min Med Max Sta tion # Min Med Max Station # Min Mad Max
0900 6 < 0.02 0.03 0.05 0900 6 0.06 0.08 0.12 0900 5 0.21 0.73 1.27
1200 6 <0.02 0.03 0.07 1200 6 0.07 0.08 0.10 1200 6 . 0.41 0.69 1.64
Chloride(mgll CI)
Station # Min Mad Max
0900 6 11 16 191200 6 13 18 28
Assessment
MAGHERY (MAGHERA RNEY)6M03
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EPA Export 23-02-2011:12:18:39
eQQotectionAqency"' " Ghnfomluri reocll t urn Choomlmu Comhshooil
Date
Sampled
Sample
No.
Temp. Cond
deg. C IlStcm
pH Colo ur
Hazen
D.O.
% Sat
B.O.D.
mgtl 0 2
o-P hosp Ammon ia T.O.N. Nit rite
mgtl P mgtl N mgtl N mgtl N
Chloride Alkalinity Hardness
mgtl CI mgtl CaC03 mgtl CaC03
MA61IERARt~E,(
.. !
r-; 36M03-1200 02-0ct-08 2803738 7.7 ! 148 I 81 - /2 0 0.05 W·09 I 0.44 I 0.020 1 13 -r-17~_-,--_L 196 I_ . 36M03-1200 ! 15-Dec-08 2804720 j 7.8 I 56 1 91! 1.5 0.03 1.. 0.07 ! 0.79 , 0.013 I ~_ I 242 _ I 250 _ J
-- --- --_.. -
MB~hera fRey Sf .
I 36M81 8288 128 Fee 88 : 2888542 4.7 : 884 ! 7.7 : .Q---r-'-gg ; :1.4 ! b.QS "' Q.1. ~ 2.68 T'-~" i-T-"33 ' 1 28u " I 288 .,I I I ,- i i ' -.- - - -, I '-1 -I -~,- II 36M8i 8288 j 16 Al'f 88 I 288,193 ! 9.5 : 568 t_ 7.9 _~_ 25 ; 98 I 2.6 ~ '8.82 ; 8--:.83 I 1.61 : 8.813 I 27 ; 248 : 27e !
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