HomeMy WebLinkAbout2660339 - Site assessment reportSITE SUITABILITY ASSESSMENT REPORT
CONNOR & SHAUNA MC ENEANEY
LETTERAGH
CLONTIBRET
CO MONAGHAN
IN ACCORDANCE WITH:
EPA CODE OF PRACTICE WASTEWATER TREATMENT AND DISPOSAL
SYSTEM SERVING SINGLE HOUSES 2021
PREPARED BY: AARON MC BENNETT Bsc Env Sc
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SITE CHARACTERISATION FORM
COMPLETING THE FORM
Section 3.2 In this section use an underline _____ across all six columns to indicate the depth
at which changes in classification / characteristics occur.
Section 3.4 Lists supporting documentation required.
Section 4 Select the treatment systems suitable for this site and the discharge route.
Section 5 Indicate the system type that it is proposed to install.
Section 6 Provide details, as required, on the proposed treatment system.
Notes: All calculations in this form are automatic.
Where possible information is presented in the form of drop down selection lists to
eliminate potential errors.
Variable elements are recorded by tick boxes. In all cases only one tick box should be
activated.
All time record fields must be entered in twenty four hour format as follows: HH:MM
All date formats are DD-MM-YYYY.
All other data fields are in text entry format.
This form can be printed out fully populated for submission with related documents and
for your files. It can also be submitted by email.
Step 1:
Goto Menu Item File, Save As and save the file under a reference relating to the
client or the planning application reference if available.
Use the Clear Form button to clear all information fields.
Note: This form requires the latest version of Adobe Acrobat Reader and on PC’s Windows 7
or later. Windows XP produces errors in calculations.
Note: To secure your work prior to forwarding to third parties please select Print, select Printer
“print to PDF” and name and save document.
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2.0 GENERAL DETAILS (From planning application)
Soil Type, (Specify Type):
Subsoil, (Specify Type):
Bedrock Type:
Aquifer Category: Regionally Important Locally Important Poor
Vulnerability: Extreme High Moderate Low
Groundwater Body: Status
Name of Public/Group Scheme Water Supply within 1 km:
Source Protection Area: ZOC SI SO Groundwater Protection Response:
Presence of Significant Sites
(Archaeological, Natural & Historical):
Past experience in the area:
Comments:
(Integrate the information above in order to comment on: the potential suitability of the site, potential targets at risk, and/or any potential site restrictions).
Note: Only information available at the desk study stage should be used in this section.
APPENDIX A: SITE CHARACTERISATION FORM
File Reference:
1.0 GENERAL DETAILS (From planning application)
Prefix: First Name: Surname:
Address: Site Location and Townland:
Number of Bedrooms: Maximum Number of Residents:
Comments on population equivalent
Proposed Water Supply:
Mains Private Well/Borehole Group Well/Borehole
Connor & Shauna Mc Eneaney
Letteragh, Clontibret, Co. Monaghan Letteragh, Clontibret, Co. Monaghan
5 7
The proposed dwelling is a 5 bed which can cater for a maximum of 7 persons at any one time.
4
AminPD - Mineral poorly drained (Mainly acidic)
TLPSsS - Till derived chiefly from Lower Palaeozoic rocks
Late Ordovician-Silurian deep marine greywacke, mudstone (Longford-Down)
Pl
4
IEGBNI_NB_G_019
Unknown
R2¹
None within 250m
Soils within the locality are generally well drained in the topsoil & subsoils.
The site initially seems suitable to discharge to ground.
The soil type in the area is dominated by Gleys (50%).
Groundwater as a recourse will be at risk if separation distances are not adhered to due to the 'Extreme' Vulnerability.
Groundwater Protection Response is R21 - Acceptable subject to normal good practice. Site may be suitable for discharge to
ground, if the minimum depths are met on the site and if there exists suitable percolation.
Groundwater and wells are therefore the main targets following the desk study.
Given the response and the aquifer type, the site is suitable for a conventional septic tank system if the minimum depths
required are met on the site, if the minimum separation distances can be met.
Good
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3.0 ON-SITE ASSESSMENT
3.1 Visual Assessment
Landscape Position:
Slope: Steep (>1:5) Shallow (1:5-1:20) Relatively Flat (<1:20)
Slope Comment
Surface Features within a minimum of 250m (Distance To Features Should Be Noted In Metres)
Houses:
Existing Land Use:
Vegetation Indicators:
Groundwater Flow Direction:
Ground Condition:
Site Boundaries:
The site is on the Toe slope
4
Within Soil Polishing Area
Existing house located approx 32m southwest from the proposed soil polishing filter. The house is currently serviced by a
conventional septic tank which requires to be upgraded.
No neighboring houses are located within 100m from the proposed soil polishing filter.
Agricultural Grassland
There are no vegetation indicators within 250m of the proposed soil polishing filter . No vegetation within the proposed soil
polishing filter area and throughout the site.
Southeastern Direction
The area of the site where tested was carried out was dry & firm underfoot. No poaching was observed througout the field
Local road and hedge bounds the site to the south of the proposed soil polishing filter..
Fence is located to the north and eastern boundaries of the proposed soil polishing filter.
Existing house and garden is located to the west of the proposed soil polishing filter.
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3.0 ON-SITE ASSESSMENT
3.1 Visual Assessment (contd.)
Roads:
Outcrops (Bedrock And/Or Subsoil):
Surface Water Ponding:
Lakes:
Beaches/Shellfish Areas:
Wetlands:
Karst Features:
Watercourses/Streams:*
*Note and record water level
Local road (LT34214) is located 30m south from the proposed polishing filter.
No outcrops with identified within 250m from the proposed polishing filter.
No surface water occurred within 250m of the proposed polishing filter at the time of assessment. The majority of the land in this
area is on a gradient.
None within 250m of the proposed polishing filter.
None within 250m of the proposed polishing filter.
None within 250m of the proposed polishing filter.
None within 250m of the proposed polishing filter.
None within 250m of the proposed polishing filter.
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Comments:
(Integrate the information above in order to comment on: the potential suitability of the site, potential targets at risk, the suitability of the site to treat the wastewater
and the location of the proposed system within the site).
*Note and record water level
3.0 ON-SITE ASSESSMENT
3.1 Visual Assessment (contd.)
Drainage Ditches:*
Springs:*
Wells:*
Drainage ditch located >10m east from the proposed soil polishing filter
No springs are located within 250m from the proposed polishing filter
The proposed development will be serviced by a mains water connection taken from Local Authority.
As all the wells in the locality will therefore meet the required separation distances of the Groundwater Protection Responses of
GSI/EPA/DoELG and the EPA Code of Practice (2021), none are deemed to be at risk from the proposed polishing filter’s
installation.
The site will be suitable to discharge to ground if a pocket of acceptable soil with sufficient depth can be located within the area of
the proposed polishing filter. During the visual assessment it became clear that the site was very well drained . There are no signs
of impermeable soils throughout the site. Surface water around the site does not seem to be a potential target unless the soil
within the proposed polishing filter is found to be saturated within 0.50m BGL (Below Ground Level).
Wells in the area are not considered to be at risk as none occur within the minimum separation distance of the groundwater
protection response GSI/EPA/DoELG and the EPA Code of Practice 2021.The proposed treatment unit and soil polishing filter are
to be installed exactly where specified in this Soil Characterisation report.
Following the visual assessment, I decided to dig the test holes on the eastern proportion of the site. The land here is firm and dry
underfoot
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3.2 Trial Hole (should be a minimum of 2.1m deep (3m for regionally important aquifers))
Depth of trial hole (m):
Depth from ground surface Depth from ground surface
to bedrock (m) (if present): to water table (m) (if present):
Depth of water ingress: Rock type (if present):
Date and time of excavation: Date and time of examination:
Depth of
Surface and
Subsurface Soil/Subsoil
Percolation Texture & Plasticity and Soil Density/ Colour**** Preferential
Tests Classification** dilatancy*** Structure Compactness flowpaths
0.1 m
0.2 m
0.3 m
0.4 m
0.5 m
0.6 m
0.7 m
0.8 m
0.9 m
1.0 m
1.1 m
1.2 m
1.3 m
1.4 m
1.5 m
1.6 m
1.7 m
1.8 m
1.9 m
2.0 m
2.1 m
2.2 m
2.3 m
2.4 m
2.5 m
2.6 m
2.7 m
2.8 m
2.9 m
3.0 m
3.1 m
3.2 m
3.3 m
3.4 m
3.5 m
Likely Subsurface Percolation Value:
Likely Surface Percolation Value:
Note: *Depth of percolation test holes should be indicated on log above. (‘Enter Surface or Subsurface at depths as appropriate).
** See Appendix E for BS 5930 classification.
*** 3 samples to be tested for each horizon and results should be entered above for each horizon.
**** All signs of mottling should be recorded.
To avoid any accidental damage, a trial hole assessment or percolation tests should not be undertaken
in areas which are at or adjacent to significant sites, (e.g. NHAs, SACs, SPAs, and/or Archaeological
etc.), without prior advice from National Parks and Wildlife Service or the Heritage Service.
1.70m
N/A 1.50m BGL
N/A Shale @1.30m BGL
06-Jul-2026 09:10 08-Jul-2026 10:10
SILT/CLAY
SILT/CLAY & stones
Shale @1.30m BGL
GWT @1.50m BGL
Base of Hole @ 1.70m
BGL
1,2,2 threads
40mm,40mm,
50mm ribbons
dilatant
2,2,2 threads,
50mm,50mm,60m
m ribbons, dilatant,
Crumb
Crumb
Soft & Firm
Firm
Brown
Brown
Grass Roots & Rootlets
27-34
15-21
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3.3(a) Subsurface Percolation Test for Subsoil
x x x
3.2 Trial Hole (contd.) Evaluation:
Step 1: Test Hole Preparation
Percolation Test Hole 1 2 3
Depth from ground surface
to top of hole (mm) (A)
Depth from ground surface
to base of hole (mm) (B)
Depth of hole (mm) [B - A]
Dimensions of hole
[length x breadth (mm)]
Step 2: Pre-Soaking Test Holes
Pre-soak start Date
Time
2nd pre-soak Date
start Time
2 3
Each hole should be pre-soaked twice before the test is carried out.
Step 3: Measuring T100
Percolation Test Hole No. 1
Date of test
Time filled to 400 mm
Time water level at 300 mm
Time (min.) to drop 100 mm (T100 )
Average T100
If T100 > 480 minutes then Subsurface Percolation value >120 – site unsuitable for discharge to ground
If T100 ≤ 210 minutes then go to Step 4;
If T100 > 210 minutes then go to Step 5;
The upper 0.50m of the trial hole profile consists of a brown soft to firm soil. (A Horizon).The topsoil therefore comprises brown
earth topsoil, draining vertically or sub vertically to the subsoil.
The brown subsoil (0.50m – 1.30m) consists of CLAY with occasional stone This soil will allow draining to take place vertically
or sub vertically into the subsoil. (B Horizon)
Both A & B Horizons are free draining, and no mottling was evident.
The C Horizon consists of Groundwater table. It is important that 0.90m separation distance is met at all times when
constructing the soil polishing filter.
300
700
400
300
700
400
300
700
400
300 300 300 300 300 300
07-Jul-2026
09:20
07-Jul-2026
14:04
07-Jul-2026
09:20
07-Jul-2026
14:12
07-Jul-2026
09:20
07-Jul-2026
14:16
08-07-2026
09:20
11:06
106.00
08-07-2026
09:21
11:19
118.00
08-07-2026
09:22
11:31
129.00
3 117.67
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Result of Test: Subsurface Percolation Value =
(min/25 mm)
Step 4: Standard Method (where T100 ≤ 210 minutes)
Percolation
Test Hole 1 2 3
Fill no. Start Finish ∆t (min) Start Finish ∆t (min) Start Finish ∆t (min)
Time Time Time Time Time Time
(at 300 (at 200 (at 300 (at 200 (at 300 (at 200
mm)mm)mm)mm)mm)mm)
1
2
3
Average ∆t
Value
Average ∆t/4 = Average ∆t/4 = Average ∆t/4 =
[Hole No.1](t1) [Hole No.2](t2) [Hole No.3](t3)
Result of Test: Subsurface Percolation Value = (min/25 mm)
Comments:
Comments:
Percolation
Test Hole No.1
Fall of water Time Start Finish Time Kfs T –
in hole (mm) Factor Time Time of fall = Tf Value
= Tf hh:mm hh:mm (mins) / Tm = 4.45
= Tm / Kfs
300 - 250 8.1
250 - 200 9.7
200 - 150 11.9
150 - 100 14.1
Average T- Value T- Value Hole 1 = (T1 )
Step 5: Modified Method (where T100 > 210 minutes)
Percolation
Test Hole No.2
Fall of water Time Start Finish Time Kfs T –
in hole (mm) Factor Time Time of fall = Tf Value
= Tf hh:mm hh:mm (mins) / Tm = 4.45
= Tm / Kfs
300 - 250 8.1
250 - 200 9.7
200 - 150 11.9
150 - 100 14.1
Average T- Value T- Value Hole 2 = (T2 )
Percolation
Test Hole No.3
Fall of water Time Start Finish Time Kfs T –
in hole (mm) Factor Time Tim§e of fall = Tf Value
= Tf hh:mm hh:mm (mins) / Tm = 4.45
= Tm / Kfs
300 - 250 8.1
250 - 200 9.7
200 - 150 11.9
150 - 100 14.1
Average T- Value T- Value Hole 3 = (T2)
11:07 13:00 113.00
13:01 14:57 116.00
14:58 16:58 120.00
116.33
29.08
11:20 13:22 122.00
13:23 15:32 129.00
15:33 17:48 135.00
128.67
32.17
11:32 13:44 132.00
13:45 16:06 141.00
16:07 18:34 147.00
140.00
35.00
3
32.08
SS1, SS2 & SS3 confirm the make up of the subsoil of SILT/CLAY with stones. All holes where empty the morning off the tests prior to 2
pre-soakings in the days previous .Theses test support the observations makes on the trial holes visual assessment in relation to the texture
and drainage classes.
00:00 00:00 0.00
00:00 00:00 0.00
00:00 00:00 0.00
00:00 00:00 0.00
0.00
00:00 00:00 0.00
00:00 00:00 0.00
00:00 00:00 0.00
00:00 00:00 0.00
0.00
00:00 00:00 0.00
00:00 00:00 0.00
00:00 00:00 0.00
00:00 00:00 0.00
0.00
2 0.00
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3.3(b) Surface Percolation Test for Soil
Step 1: Test Hole Preparation
Percolation Test Hole 1 2 3
Depth from ground surface
to top of hole (mm)
Depth from ground surface
to base of hole (mm)
Depth of hole (mm)
Dimensions of hole
[length x breadth (mm)]
Step 2: Pre-Soaking Test Holes
Pre-soak start Date
Time
2nd pre-soak Date
start Time
Each hole should be pre-soaked twice before the test is carried out.
Step 3: Measuring T100
Percolation Test Hole No.
1 2 3
Date of test
Time filled to 400 mm
Time water level at 300 mm
Time to drop 100 mm (T100 )
Average T100
If T100 > 480 minutes then Surface Percolation value >90 – site unsuitable for discharge to ground
If T100 ≤ 210 minutes then go to Step 4;
If T100 > 210 minutes then go to Step 5;
x x x
0
400
400
0
400
400
0
400
400
300 300 300 300 300 300
07-Jul-2026
09:20
07-Jul-2026
14:10
07-Jul-2026
09:20
07-Jul-2026
14:15
07-Jul-2026
09:20
07-Jul-2026
14:21
08-Jul-26
09:25
10:15
50.00
08-Jul-26
09:25
10:23
58.00
08-Jul-2026
09:25
10:34
69.00
59.003
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Step 4: Standard Method (where T100 ≤ 210 minutes)
Percolation
Test Hole 1 2 3
Fill no. Start Finish ∆T (min) Start Finish ∆T (min) Start Finish ∆T (min)
Time Time Time Time Time Time
(at 300 (at 200 (at 300 (at 200 (at 300 (at 200
mm)mm)mm)mm)mm)mm)
1
2
3
Average ∆T
Value
Average ∆T/4 = Average ∆T/4 = Average ∆T/4 =
[Hole No.1](T1 ) [Hole No.2](T2 ) [Hole No.3](T3 )
Result of Test: Surface Percolation Value = (min/25 mm)
Comments:
(min/25 mm)
Comments:
Percolation
Test Hole No.1
Fall of water Time Start Finish Time Kfs T –
in hole (mm) Factor Time Time of fall = Tf Value
= Tf hh:mm hh:mm (mins) / Tm = 4.45
= Tm / Kfs
300 - 250 8.1
250 - 200 9.7
200 - 150 11.9
150 - 100 14.1
Average T- Value T- Value Hole 1 = (T1 )
Step 5: Modified Method (where T100 > 210 minutes)
Percolation
Test Hole No.2
Fall of water Time Start Finish Time Kfs T –
in hole (mm) Factor Time Time of fall = Tf Value
= Tf hh:mm hh:mm (mins) / Tm = 4.45
= Tm / Kfs
300 - 250 8.1
250 - 200 9.7
200 - 150 11.9
150 - 100 14.1
Average T- Value T- Value Hole 2 = (T2 )
Result of Test: Surface Percolation Value =
Percolation
Test Hole No.3
Fall of water Time Start Finish Time Kfs T –
in hole (mm) Factor Time Time of fall = Tf Value
= Tf hh:mm hh:mm (mins) / Tm = 4.45
= Tm / Kfs
300 - 250 8.1
250 - 200 9.7
200 - 150 11.9
150 - 100 14.1
Average T- Value T- Value Hole 3 = (T2)
10:16 11:15 59.00
11:16 12:19 63.00
12:20 13:27 67.00
63.00
15.75
10:24 11:24 60.00
11:25 12:30 65.00
12:31 13:50 79.00
68.00
17.00
10:35 11:45 70.00
11:46 12:59 73.00
13:00 14:21 81.00
74.67
18.67
17.14
S1, S2 & S3 confirm the make up of the SILT/CLAY and silty loam in the top layer . All holes where empty the morning off the tests prior to 2
pre-soakings in the days previous .Theses test support the observations makes on the trial holes visual assessment in relation to the texture
and drainage classes.
0.00
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0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
3
0.00
0.002
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3.4 The following associated Maps, Drawings and Photographs should be appended to this site
characterisation form.
1 The calculated percolation area or polishing filter area should be set out accurately on the site layout drawing in accordance with the code
of practice’s requirements.
1. Discovery Series 1:50,000 Map
indicating overall drainage,
groundwater flow direction and
housing density in the area.
2. Supporting maps for vulnerability,
aquifer classification, soil, subsoil,
bedrock.
3. North point should always be included.
4.(a) Scaled sketch of site showing
measurements to Trial Hole location
and
(b)Percolation Test Hole locations,
(c) wells and
(d) direction of groundwater flow
(if known),
(e) proposed house (incl. distances from
boundaries)
(f)adjacent houses,
(g)watercourses,
(h)significant sites
(i)and other relevant features.
5. Site specific cross sectional drawing
of the site and the proposed layout1
should be submitted.
6. Photographs of the trial hole, test holes
and site including landmarks (date and
time referenced).
7. Pumped design must be designed by a
suitably qualified person.
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Integrate the information from the desk study and on-site assessment (i.e. visual assessment, trial hole and
percolation tests) above and conclude the type of system(s) that is (are) appropriate. This information is also used
to choose the optimum final disposal route of the treated wastewater.
Slope of proposed infiltration / treatment area:
Are all minimum separation distances met?
Depth of unsaturated soil and/or subsoil beneath invert of gravel
(or drip tubing in the case of drip dispersal system)
Percolation test result: Surface: Sub-surface:
Not Suitable for Development Suitable for Development
Identify all suitable options Discharge Route 1
1.Septic tank system (septic tank and
percolation area) (Chapter 7)
2.Secondary Treatment System
(Chapters 8 and 9) and soil polishing filter
(Section 10.1)
3.Tertiary Treatment System and Infiltration /
treatment area (Section 10.2)
4.0 CONCLUSION of SITE CHARACTERISATION
5.0 SELECTED DWWTS
Propose to install:
and discharge to:
Invert level of the trench/bed gravel or drip tubing (m)
Site Specific Conditions (e.g. special works, site improvement works testing etc.
1 A discharge of sewage effluent to “waters” (definition includes any or any part of any river, stream, lake, canal, reservoir, aquifer, pond, watercourse or other
inland waters, whether natural or artificial) will require a licence under the Water Pollution Acts 1977-90. Refer to Section 2.4.
1:200
4
0.90
17.14 32.08
4
No
Yes
Yes
Groundwater through soil polishing fillter
Secondary Treatment System and soil polishing filter
Ground Water
-0.10
Tests show that the site has a sub-surface value of 32.08min/25mm and a surface value of 17.14min/25mm.These results are
good and the ground is proven to be permeable. A groundwater table was encountered in the trial hole. at a depth of 1.50m
BGL. Shale was also encountered at a depth of 1.30m BGL.
A polishing filter shall be constructed to ensure that there is a minimum of 900mm of suitable percolating soil beneath the
lowest part of the percolation at all times. Pipes used for the system shall be smooth walled, with a diamater off 100mm, and
have 8mm holes drilled in them 75mm apart. Each pipe should be spaced parallel to one another and 2500mm centre to
centre.It is recommended that the treatment system and polishing filter construction is overseen by a suitably qualified and
accredited person. All works are to comply fully with EPA Code of Practice 2021.
I, Aaron Mc Bennett will supervise the installation of the No.1 O'Reilly Oakstown Treatment System & Soil Polishing Filter.All
works shall be carried out in accordance with EPA Code of Practice 2021. When the O'Reilly Oakstown Treatment System &
Soil Polishing Filter are installed I will provide a certificate of compliance. I am fully qualified to carry out such work as I hold a
degree in Bsc Environmental Science and I also hold a QQI award in 'Site Suitability for Wastewater Treatment'. I am insured
to 1,000,000 euros. Certificate and insurance cover is attached in appendix.
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SYSTEM TYPE: Septic Tank Systems (Chapter 7)
Tank Capacity (m3) Percolation Area Mounded Percolation Area
No. of Trenches No. of Trenches
Length of Trenches (m) Length of Trenches (m)
Invert Level (m) Invert Level (m)
SYSTEM TYPE: Secondary Treatment System (Chapters 8 and 9) and polishing filter (Section 10.1)
Secondary Treatment Systems receiving septic tank effluent Packaged Secondary
(Chapter 8) Treatment Systems
receiving raw wastewater
(Chapter 9)
Media Type Area (m2)* Depth of Filter Invert Level Type
Sand/Soil
Soil Capacity PE
Constructed Wetland Sizing of Primary Compartment
Other m3
Polishing Filter*: (Section 10.1)
Surface Area (m2)*
Option 1 - Direct Discharge
Surface area (m2)
Option 2 - Pumped Discharge
Surface area (m2)
DISCHARGE ROUTE:
Groundwater Hydraulic Loading Rate * (l/m2.d) Surface area (m2)
Surface Water ** Discharge Rate (m3/hr)
6.0 TREATMENT SYSTEM DETAILS
* Hydraulic loading rate is determined by the percolation rate of subsoil
** Water Pollution Act discharge licence required
Identify purpose of tertiary
treatment
Option 3 - Gravity Discharge
Trench length (m)
Option 4 - Low Pressure
Pipe Distribution
Trench length (m)
Option 5 - Drip Dispersal
Surface area (m2)
SYSTEM TYPE: Tertiary Treatment System and infiltration / treatment area (Section 10.2)
Provide performance information
demonstrating system will provide
required treatment levels
Provide design information
90m (9No. x10m )300 -0.10m BGL
O' Reilly Oakstown WWTP
8
4.00
0.00
O'Reilly Oakstown Treatment
System & Soil Polishing Filter
4 1,050.00
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Company:
Prefix: First Name: Surname:
Address:
Qualifications/Experience:
Date of Report:
Phone: E-mail
Indemnity Insurance Number:
Signature: ________________________________________
7.0 SITE ASSESSOR DETAILS
6.0 TREATMENT SYSTEM DETAILS
QUALITY ASSURANCE:
Installation & Commissioning
On-going Maintenance
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NOTE:
Installation to be supervised by a competent individual with professional indemnity insurance.
A completion report should be supplied to the homeowner which records the installation process and details.
Desludging of the proposed plant should be as per table 12.2 of the EPA code of Practice (2021), or when scum in observed in
the second chamber of the tank, or when the depth of sludge in the second compartment is greater than 0.40m.
Mr Aaron Mc Bennett
Corvoy, Ballybay, Co Monaghan
Bsc Environemtal Science,QQI award 'Site Suitability for Wastewater Treatment' 7.5yr experience
22-Jul-2026
0870697709 aaronmcbennett83@gmail.com
PI/EN13064064
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DISCOVERY SERIES 1:50,000 MAP
Figure 1 – Location of the site at Letteragh, Clontibret, Co. Monaghan marked with a red circle
Figure 2 – Indicates Groundwater Flow Direction is to the lower ground in the southeastern direction. Site
Marked Using Red Circle
Groundwater Flow
Direction
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SITE LAYOUT SHOWING PERCOLATION TEST LOCATION
Location of Trial Hole, Sub-Surface
& Surface Tests Carried out on
08.07.26
Groundwater Flow Direction also
indicated
Groundwater Flow
Direction
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CALCULATING HYDRAULIC LOADING & SIZING OF SOIL POLISHING FILTER
Situation: Domestic
Source: Normal Residential Dwelling
Litres/day/person: 150
BOD5 grams/day/person: 60
PE Organic Loading per person: 1.00
Number of Person: 7 (Based of 5-bedroom house)
Total Population Organic: 7 (Number of persons (7) x PE Organic Loading (1)
Total Hydraulic Loading (Litres): 1050 (Number of persons (7) x Litres/day/person (150)
Total Organic Loading (Grams): 420 (Number of persons (7) x BOD5 grams/day/person (60)
Total Population Hydraulic: 7
How to calculate soil polishing filter size:
The soil polishing filter size is determined depending on the sub-surface value. This value is
then put into a range of sizes using table 10.1 below. In our case the Subsurface value was
32.08min/25mm. Gravity discharge into 500mm wide trenches (option 3) was the most suitable
for this site.
12m per person is what is required with the subsurface value that was achieved.
12m x 7 people = 84m of trenches required.
Maximum Trench length =10m
84m /10m = 8.4 lengths (for ease of construction this is rounded to 9)
Soil polishing filter will consist of - 9No x 10m length
See below table 10.1 marked in red how his value was calculated.
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GEOSCIENTIFIC MAPS
Groundwater/Aquifer Map
From the GSI Groundwater Aquifer Map Site is classified as PI- Poor Aquifer - Bedrock which is Generally
Unproductive except for Local Zones
Vulnerability Map
From the GSI Vulnerability Map Site is classified as Extreme
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Teagasc Subsoil Map
From the Teagasc Subsoil Map Site is classified as TLPSsS-Till derived chiefly from Lower Palaeozoic rocks
Geology Bedrock Map
From the GSI Bedrock Map Site is classified as Late Ordovician-Silurian deep marine greywacke, mudstone
(Longford-Down)
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Test Area Facing South Test Area Facing East
Test Area Facing North Test Area Facing West
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Trial Hole- Side View
Trial Hole- Front View
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Excavation of Sub- Surface Hole 1 Excavation of Sub- Surface Hole 2
Excavation of Sub- Surface Hole 3 Excavation of Surface Hole 1
Excavation of Surface Hole 2 Excavation of Surface Hole 3
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Testing of Sub- Surface Hole 1 Testing of Sub- Surface Hole 1
Testing of Sub- Surface Hole 3 Testing of Surface Hole 1
Testing of Surface Hole 2 Testing of Sub- Surface Hole 3
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DECOMMISIONING OF THE EXISTING TANK
All existing septic tanks need to be decommissioned in an environmental manner to ensure no harm is caused
to public health or groundwater resources.
Decommissioning Procedure-
• Effluent and sludge should be removed from the existing septic tank using a vacuum tanker from a
licenced approved liquid waste contractor. The contractor will provide the client with a receipt proving
works carried out. This will be used as proof to the local authority that works where carried out
correctly by an approved contractor.
• Once tanks are cleaned, they shall be covered in lime to kill bacteria and viruses. When applying lime
all appropriate PPE (gloves, goggles mask) shall be wore for protection.
• Once the liming process is complete the tank is ready to be filled in with gravel and clay to the surface
Existing tank on site to be decommissioned
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QQI 'SITE SUITABILITY FOR WASTEWATER TREATMENT' AWARD
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PI INSURANCE
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SOIL POLISHING DESIGN AREA
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10000
Vent
Min 900mm of suitable
unsaturated soil
300mm Pea Gravel Bed
Ø100mm Percolation Pipe
150mm Pea Gravel
Geotextile Membrane
Proposed Ground Level
Treatment System to be located >7m
from the dwelling house
Proposed Soil Polishing Filter to be
located >10 from the dwelling house
NOTE: Pipe to fall at a gradient of
1:200
Topsoil Min Depth 300mm
Shale @ 1.30m Below
Ground Level
GWT@1.50m Below Ground
Level
Existing Ground Level
Min 900mm of suitable
unsaturated soil
300mm Pea Gravel Bed
Ø100mm Percolation Pipe
150mm Pea Gravel
Geotextile Membrane
Vent
Typical Section Through
Percolation Trench .
Scale 1:25
Proposed Ground Level
Topsoil min depth 300mm
Existing Ground Level
Up
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All Percolation Pipes to be connected separately from the Distribution Box
2000 500 200 100 2500
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Important Notes
LONGITUDINAL SECTION
PLAN VIEW
Aaron Mc Bennett
Corvoy
Ballybay
Co Monaghan
Email-aaronmcbennett83@gmail.com
Mobile- 0870697709
Client - Connor & Shauna Mc
Eneaney
Letteragh, Clontibret, Co
Monaghan
Percolation Design
Scale 1:95
Scale 1:40
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Connor & Shauna Mc Eneaney
Letteragh
Clontibret
Monaghan
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Tel: 046 9431389 | VAT: IE 6401624D | Company Reg. 381624
sales@oreillyoakstown.com | www.oreillyoakstown.com
O’Reilly Oakstown | Oakstown, Trim, Co.Meath, C15 X499
Date: 23rd July 2026
Applicant Name: Connor & Shauna McEneaney
Site Address: Letteragh, Clontibret, Monaghan
Design Capacity: Maximum number of residents: 07
No. of bedrooms: 05
A representative of O’Reilly Oakstown Ltd has assessed the Soil Test Report and
confirms the suitability of their Oakstown BAF 8 PE Wastewater Treatment System to
treat eAluent being discharged from the above proposed dwelling based on the
residential demands submitted to us above.
1. Waste Water Treatment System Design Details:
Maximum Capacity Design Loadings:
Max no. of
users
Flow
litres/day/person
Total
hydraulic
load
B0D5
(grams/day/person)
Total organic
loading
(grams/day)
8 150 1200 litres 60 480
Maximum Daily Design Loadings as per client:
Total Organic Loading 0.42kg BOD/day
Total Hydraulic loading 1.05m³ /day
Average treated eAluent standard – see performance results on EN-12566-3
certification attached
BOD 8mg/litre
TSS 12mg/litre
Ammonia 13mg/litre
Proposed System Details – Oakstown BAF 8 P.E.
Volume of Total Plant 8m³
Volume of Primary Sedimentation Chambers 4m³
Volume of Secondary Aeration Chamber 2m³
Volume of Biomedia 1.0m³
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Tel: 046 9431389 | VAT: IE 6401624D | Company Reg. 381624
sales@oreillyoakstown.com | www.oreillyoakstown.com
O’Reilly Oakstown | Oakstown, Trim, Co.Meath, C15 X499
2. Wastewater Treatment System Description
The Oakstown BAF 8 PE is designed to provide proven, cost eAective primary and
secondary wastewater treatment in robust steel reinforced concrete tanks.
The primary sedimentation chamber has substantial capacity (4m3) to allow anaerobic
digestion to occur naturally while letting sludge settle on the tank floor.
Once primary treatment has taken place the eAluent is further degraded in the aeration
chamber where oxygen enriched wastewater provides ideal conditions for aerobic
bacteria to thrive.
Before pumping to the percolation area the clear water is left to further settle in the
clarifier chamber to eliminate any remaining settle able solids.
3. Guarantee and Warrantees
O’Reilly Oakstown provide a 12 month warranty on all parts.
4. Percolation
The percolation area designed must conform to the requirements of Chapters 8 & 10 of
EPA Code of Practice 2021 Wastewater Treatment and Disposal System serving single
houses.
The percolation area requirements are as follows:
Groundwater Protection Response: R2¹
T-value (Subsurface): 32.08 as per Site Characterisation Form.
P-value (Surface): 17.14 as per Site Characterisation Form.
Depth from ground surface to water table: 1.5m BGL.
Depth from ground surface to bed rock: None Encountered BGL.
Depth from ground surface to mottling: None Encountered BGL.
Area of soil polishing filter: 90m² (9 x 10 linear trenches).
Soil Polishing Filter must be covered in 12-32mm washed gravel or broken stone
aggregate.
Soil Polishing Filter must be covered in geo-textile cover then in topsoil.
- See Site Characterisation report for percolation area details.
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Tel: 046 9431389 | VAT: IE 6401624D | Company Reg. 381624
sales@oreillyoakstown.com | www.oreillyoakstown.com
O’Reilly Oakstown | Oakstown, Trim, Co.Meath, C15 X499
5. Client Responsibilities unless included in our quotation
Excavation and backfill.
Construction of the percolation / polishing filter as recommended by the site
engineer on the Site Characterisation report and/or drawing.
Provision of access for delivery by hi-ab truck to within 3 metres of the
excavation.
Provision of a power ducting from the tanks to the house/garage.
Mounting and connection of control panel to mains power in the house/garage.
6. Operation and Maintenance
The client is responsible for the operation and maintenance of the wastewater
treatment system in accordance with the owner’s manual supplied by O’Reilly
Oakstown.
Please do not hesitate to contact us if there are any further queries.
Yours sincerely
Hannah Gibney
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WWTS LAYOUT - OPTION B
WWTS LAYOUT - OPTION A
DATE:
CHECKED:T0M LYNAM
PROJECT:SR-66 O'Reilly Oakstown
REV:DWG NO:SCALE:
N.T.S.
TITLE:8PE BAF SYSTEM
DRAWN:VISHWANATH
O' REILLY OAKSTOWN LTD.
BAF - WASTEWATER TREATMENT SYSTEMS
SR66 11/01/2022
I.S. EN ISO 9002
O'REILLY OAKSTOWN
TRIM, Co.MEATH
Email: info@oreillyoakstown.com
Tel:(046)9431389 Fax:(046)9437054
OAKS 201702
AA
OAKSTOWN 8PE BAF SYSTEM - SECTIONAL ELEVATION A-A
OUTLET TO
PERCOLATION AREA
AIR COMPRESSOR
EXCESS BIOLOGICAL
SLUDGE REMOVAL
OUTLET TO
PERCOLATION AREA
OUTLET TO
PERCOLATION AREA
INLET
INLET
AIR
COMPRESSOR
AIR
COMPRESSOR
INLET
VOLUME
LITRES:8000
WEIGHT:
TANK 1:5500kg
TANK 2:6500kg
TWO CHAMBER PRIMARY HOLDING TANK THREE CHAMBER BAF UNIT
BIOREACTOR
CL
A
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PUMP STATION
BIOREACTOR
CL
A
R
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F
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PUMP STATION
TWO CHAMBER PRIMARY HOLDING TANK
THREE CHAMBER BAF UNIT
ACCESS COVER
940X780
ACCESS COVER
350X350
ACCESS COVER
350X350
ACCESS COVER
350X350
INLET
END SECTION-INLET SIDE
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