HomeMy WebLinkAbout2660291 - F.I. Received Doc. - Site assessment report
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26/54
5
TE
CIARA MULLIGAN
TULLYNAMALRA
CASTLEBLAYNEY
CO. MONAGHAN
A75 XR71
IN ACCORDANCE WITH
EPA CODE OF PRACTICE
WASTEWATER TREATMENT AND DISPOSAL
SYSTEMS SERVING SINGLE HOUSES 2021
Traynor Environmental Ltd
Belturbet Business Park, Creeny, Belturbet
Co. Cavan
Tel: +353 49 9522236
Fax: +353 49 9522808
Web: www.traynorenvironmental.com
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SITE CHARACTERISATION FORM FOR AN ON-SITE WASTEWATER TREATMENT SYSTEM
CONTENTS
1.0 GENERAL DETAILS
2.0 GENERAL DETAILS
3.0 ON SITE ASSESSMENT
3.1 VISUAL ASSESSMENT
3.2 TRIAL HOLE ASSESSMENT
3.3a Subsurface Percolation Test for Subsoil
Step 1 Test Hole Preparation
Step 2 Pre-Soaking Test Holes
Step 3 Measuring T100
Step 4 Standard Method (where T100 ≤ 210min)
Step 5 Modified Method (where T100 > 210min)
3.3bSurface Percolation for Soil
Step 1 Test Hole Preparation
Step 2 Pre-Soaking Test Holes
Step 3 Measuring T100
Step 4 Standard Method (where T100 ≤ 210min)
Step 5 Modified Method (where T100 > 210min)
4.0 CONCLUSIONS OF SITE CHARACTERISATION
5.0 RECOMMENDATION
6.0 TREATMENT SYSTEM DESIGN DETAILS
7.0 SITE ASSESSORS DETAILS
8.0 PHOTOGRAPHS OF THE SITE
9.0 EPA/FAS CERTIFICATE
10.0 INSURANCE DETAILS.
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1.0 GENERAL DETAILS (From planning application)
Name(S) Ciara Mulligan
Address of Correspondance
Site Location and Townland
CMD Architects,
Thornfood Lodge,
Broomfield,
Castleblayney,
Co. Monaghan
Tullynamalra,
Castleblayney,
Co. Monaghan
A75 XR71
Number of Bedrooms 4 Maximum Number of Residents: 6
Comments on population equivalent
6PE is the maximum capacity of the dwelling
Proposed Water Supply:
Mains: Private Well/Borehole Group Well/Borehole
2.0 GENERAL DETAILS (From planning application)
Soil Type, (Specify Type): Soil Association 29
Acid Brown Earths (75%),Interdrumlin Peat & Peaty Gleys (25%)
Subsoil, (Specify Type): Bedrock at surface
Bedrock Type: Silurian Metasediments and Volcanics
Aquifer Category: Regionally Important Locally Important Poor
Vulnerability: Extreme High Moderate Low
Groundwater Body: IE_NW_G_061 Status Not at Risk
Name of Public/Group Scheme Water Supply within 1km: Unknown
Source Protection
Area:
ZOC n/a SI n/a SO n/a Groundwater Protection
Response:
R21
Presence of Significant sites
(Archaeological, natural and historical): None evident within the locality
Past experience in the area: Variable percolation characteristics of the topsoil and subsoil
materials.
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. As the soil type in the area is Minimal Grey Brown Podzolics (80% of
the land area), and as the area is mapped as ‘Extreme’ Vulnerability. Groundwater as a resource will be at risk if the minimum
depths required are not achieved on the site, or if the percolation rate is too rapid. Older wells in the area may also be at risk,
if the minimum separation distances are not adhered to. Groundwater and wells are therefore the main targets, following
the desk study. Given the response and the aquifer type, the site is potentially 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, and if the percolation
rate is adequate.
____________________________________________________________________________________
1This figure of 6 people refers to the potential 6 people maximum that will stay at the proposed dwelling at any one time.
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3.0 ON-SITE ASSESSMENT
3.1 Visual Assessment
Landscape Position Relatively Flat
Slope Steep <1:5 Shallow 1.5 to 1.20 Relatively Flat
Slope Comment Sloping in west direction
Surface features within a minimum of 250 metres (Distances to features should be noted in metres)
Houses Neighbouring house located >100m South from the proposed percolation
area (ppa).
Existing Land Uses Agricultural Grassland
Vegetation Indicators Grass is the predominant vegetation throughout the site.
Groundwater Flow Directions West Direction
Ground Condition Ground conditions are best described as dry and firm through-out the site in
the ppa.
Site Boundaries Hedge located to the West from the ppa.
Roads Local road located >50m south from the ppa.
Outcrops (Bedrock and/or
subsoil) No outcropping rock evident within the locality.
Surface water ponding
No surface water ponding evident in the ppa when examined on 03.09.26. It
must be noted that weather conditions prior to the site assessment taking
place was generally mild.
Lakes None occur within 50m of the ppa.
Beaches/Shellfish Areas None occur within 200m of the ppa.
Wetlands None occur within 200m of the ppa.
Karst Features None occur within 200m of the ppa.
Watercourses/Streams None occur within 10m of the ppa.
Drainage Ditches None occur within 10m of the ppa.
Springs Existing group water scheme connection in place however if a well is to be
bored onsite it should be located at least 30m up-gradient from the ppa; this
will therefore be outside the minimum separation distances of the
Groundwater Protection Responses of GSI/EPA/DoELG and the EPA Code of
Practice (2021). As all the wells in the locality will therefore meet the required
separation distances of the Groundwater Protection Responses of
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GSI/EPA/DoELG and the EPA Code of Practice (2021), none are deemed to be
at risk from the proposed polishing filter’s installation.
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.
Integrate the information above in order to comment on:
1. The potential suitability of the site:
The site still seems suitable for discharge to ground.
2. Potential targets at risk:
Following the desk study surface water was thought not to be at risk; this was corroborated during the visual
assessment.
There appears to be few issues with respect to impermeability. From this, surface water does not seem to be a
potential target,
Groundwater is still a target following the visual assessment, unless the minimum depths required are met on
the site and there exists adequate percolation.
3. The suitability of the site to treat the wastewater:
Following the visual assessment it is seen that all appropriate separation distances can be met and the site
seems well drained, and pending confirmation of the presence of adequate depths of unsaturated soil and
subsoil within the percolation area, as well as sufficient percolation rates under the site, the site should be
suitable for treating wastewater adequately.
Existing Septic Tank to be upgraded.
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Sketch of site showing measurement to Trial Hole location and Percolation test Hole locations, wells
and direction of ground water flow, proposed house (incl. distances from boundaries) adjacent
houses, watercourses, significant sites and other features. North point should always be included.
SITE LAYOUT DRAWING SHOWING TEST HOLE LOCATIONS
Groundwater Flow
Direction
Approximate Location of Trial Hole & Percolation
Test Holes Examined on 03.09.2026
.19
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3.2 Trial Hole
Should be a minimum 2.10m deep
Depth of Trial Hole 2.10m BGL
Depth from Ground Surface to
bedrock (m) if Present
None
Encountered Depth from Ground Surface to
Water Table (m) if Present
None
Encountered
Depth of water ingress 1.20m BGL Rock Type if Present None
Encountered
Date and Time of
Excavation 01.09.2026 12.00 Date and Time of
Examination 03.09.2026 13.00
Depth of
Subsurface
& Surface
Soil/Subsoil
Texture
Classification
Plasticity
and
Dilatancy
Soil
Structure
Density
Compactness Colour Preferential
Flowpaths
0.1m Depth of Silt/Clay Ribbons Crumb Medium Brown Silt/Clay
0.2m Surface 50.50.60
0.3m Test 2,2,2Threads
0.4m
0.5m Depth of Clay intermixed Ribbons Blocky High Brown
0.6m
Subsurface
Test
With stone 120.120.130
0.7m 2,3,3Threads
0.8m
0.9m
1.0m
1.1m
1.2m WWL WWL WWL WWL WWL WWL
1.3m
1.4m
1.5m
1.6m
1.7m
1.8m
1.9m
2.0m
2.1m
2.2m
EVALUATION:
Weather conditions: Mild
According To The Flowchart For Describing Subsoil’s based on BS5930:1999, the subsoil is best described as Clay
intermixed with stone
Winter groundwater was encountered in the trial hole at 1.20m BGL. Bedrock was not encountered in the trial
hole.
Likely Subsurface Percolation
Value:
<90.00
min /25mm
*Note: Depth of percolation test holes should be indicated
on log above (Enter Subsurface & Surface Depths as
appropriate)
* See Appendix E for BS5930 Classification
** 3 samples to be tested
*** All signs of mottling should be recorded.
Likely Surface Percolation
Value:
<90.00
min /25mm
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3.3a Subsurface Percolation Test for Subsoil
Step 1 Test Hole Preparation
Percolation Test Hole 1 2 3
Depth from ground surface
to top of hole (mm) (A): 400 400 400
Depth from ground surface
to base of hole (mm) (B): 800 800 800
Depth of hole (mm) (B-A): 400 400 400
Dimensions of hole [length
x breadth (mm)]: 300 x 300 300 x 300 300 x 300
Step 2 Pre-Soaking Test Holes
Pre-soak
start
Date 02.09.2026
02.09.2026
02.09.2026
Time 10.30 10.31 10.32
2nd pre-soak
start
Date 02.09.2026
02.09.2026
02.09.2026
Time 17.25 17.26 17.27
Each hole should be pre-soaked twice before the test is carried out. Each hole should be empty before
refilling.
Step 3 Measuring T100
Percolation Test Hole 1 2 3
Date of Test 03.09.2026 03.09.2026 03.09.2026
Time Filled to 400mm 09.45 09.46 09.47
Time Water Level at
300mm 13.43 13.37 13.49
Time to drop 100mm (T100) 238.00 231.00 252.00
Average T100 240.33
If T100 >480mins then Subsurface Percolation value >120 – site unsuitable for discharge to ground
If T100 ≤ 210mins then go to Step 4
If T100 ≥ 210mins then go to Step 5
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Step 5 Modified Method (where T100 > 210min)
Percolation
Test Hole No 1
Fall of Water In
Hole (mm)
Time Factor = Tf Start
Time
hh:mm
Finish Time
hh:mm
Time of fall
(mins)
=Tm
Kfs = Tf/Tm T –value =
4.45/Kfs
300 – 250 8.1 13.44 16.01 137.00 0.06 75.27
250 – 200 9.7 16.02 18.41 159.00 0.06 72.94
200 – 150 11.9 18.42 21.43 181.00 0.07 67.68
150 - 100 14.1 21.44 01.08 204.00 0.07 64.38
Average T-Value T-Value Hole 1 = (T1) 70.07
Percolation
Test Hole No 2
Fall of Water In
Hole (mm)
Time Factor = Tf Start
Time
hh:mm
Finish Time
hh:mm
Time of fall
(mins)
=Tm
Kfs = Tf/Tm T –value =
4.45/Kfs
300 – 250 8.1 13.38 15.52 134.00 0.06 73.62
250 – 200 9.7 15.53 18.27 154.00 0.06 70.65
200 – 150 11.9 18.28 21.24 176.00 0.07 65.82
150 - 100 14.1 21.25 00.42 197.00 0.07 62.17
Average T-Value T-Value Hole 2 = (T2) 68.06
Percolation
Test Hole No 3
Fall of Water In
Hole (mm)
Time Factor = Tf Start
Time
hh:mm
Finish Time
hh:mm
Time of fall
(mins)
=Tm
Kfs = Tf/Tm T –value =
4.45/Kfs
300 – 250 8.1 13.50 16.18 148.00 0.05 81.31
250 – 200 9.7 16.19 19.07 168.00 0.06 77.07
200 – 150 11.9 19.08 22.20 192.00 0.06 71.80
150 - 100 14.1 22.21 02.02 221.00 0.06 69.75
Average T-Value T-Value Hole 3 = (T3) 74.95
Result of Test: Subsurface Percolation Value = 71.04 min/25mm.
Comments
Average Percolation Characteristics of the Subsoil Material.
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3.3bSurface Percolation for Soil
Step 1 Test Hole Preparation
Percolation Test Hole 1 2 3
Depth from ground surface
to top of hole (mm) (A): 0 0 0
Depth from ground surface
to base of hole (mm) (B): 400 400 400
Depth of hole (mm) (B-A): 400 400 400
Dimensions of hole [length x
breadth (mm)]: 300 x 300 300 x 300 300 x 300
Step 2 Pre-Soaking Test Holes
Pre-soak
start
Date 02.09.2026
02.09.2026
02.09.2026
Time 10.33 10.34 10.36
2nd pre-soak
start
Date 02.09.2026 02.09.2026 02.09.2026
Time 17.28 17.29 17.30
Each hole should be pre-soaked twice before the test is carried out. Each hole should be empty before
refilling.
Step 3 Measuring T100
Percolation Test Hole 1 2 3
Date of Test 03.09.2026 03.09.2026 03.09.2026
Time Filled to 400mm 09.48 09.50 09.51
Time Water Level at
300mm 13.17 13.14 13.301
Time to drop 100mm
(T100) 209.00 204.00 219.00
Average T100 210.67
If T100 >480 minutes then Surface Percolation value >90 – site unsuitable for discharge to ground
If T100 ≤ 210mins then go to Step 4
If T100 ≥ 210mins then go to Step 5
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Step 4 Standard Method (where T100 ≤ 210min)
Percolation
Test Hole
1 2 3
Fill No.
Start
Time at
300mm
Finish
Time at
200mm
∆t
(min)
Start
Time at
300mm
Finish
Time at
200mm
∆t
(min)
Start
Time at
300mm
Finish
Time at
200mm
∆t (min)
1 13.18 16.54 216.00 13.15 16.46 211.00 13.31 227.00
2 16.55 20.43 228.00 16.47 20.27 220.00 236.00
3 20.44 00.47 243.00 20.28 00.24 236.00 248.00
Average ∆t 229.00 222.33 237.00
Average ∆t/4 =
[Hole No. 1]
57.25
Average ∆t/4 =
[Hole No. 2]
55.58
Average ∆t/4 =
[Hole No. 2]
59.25
Result of Test : Surface Percolation
Value
57.36 min/25mm
Result of Test: Surface Percolation Value = 57.36 min/25mm.
Comments
Average Percolation Characteristics of the Surface Material.
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4.0 CONCLUSIONS of SITE CHARACTERISATION:
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 1.200
Are all minimum separation distance met? Yes
Depth of unsaturated soil and/or subsoil beneath invert of gravel
(or drip tubing in the case of drip dispersal system)
0.90m
Percolation test results: Surface: 57.36 min/25mm Sub-surface: 71.04 min/25mm
Not suitable for Development Suitable for Development
Identify all suitable options Discharge Route
1. Septic tank System (Septic tank and percolation area)
(Chapter 7)
Groundwater
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)
5.0 RECOMMENDATION:
Propose to install
Traynor Environmental Ltd. recommends that the existing septic tank be
decommissioned and upgraded to an O’Reilly Oakstown EN-certified wastewater
treatment system, or similar EN-certified treatment system, together with a suitably
designed soil polishing filter constructed in accordance with the EPA Code of Practice
2021.
And discharge to Groundwater
Invert level of the trench/bed
gravel or drip tubing (m) 0.10m Above Ground Level (AGL)
Site Specific Conditions (if any) e.g. special works, Site Improvement Works, Testing etc.
The site assessment recorded a sub-surface percolation value of 71.04 min/25 mm and a surface percolation value
of 57.36 min/25 mm. Groundwater, including the estimated winter groundwater level at 1.20m BGL. Bedrock was
not encountered.
It is proposed to install an O’Reilly Oakstown EN-certified wastewater treatment system, or similar EN-certified
treatment system, together with an associated percolation area, designed and constructed in accordance with the
requirements of the EPA Code of Practice 2021.
The percolation area shall be constructed in accordance with the approved design and the requirements of the EPA
Code of Practice 2021. The final installation shall provide the required minimum separation distance between the
base of the percolation area and groundwater or other limiting factors, in accordance with the EPA Code of Practice
2021.
Traynor Environmental Ltd. also recommends that the installation of the O’Reilly Oakstown treatment system, or
equivalent EN-certified system, together with the associated percolation area, be supervised and certified by a
suitably qualified and competent person.
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6.0 TREATMENT SYSTEM DETAILS
SYSTEM TYPE: Septic Tank System (Chapter 7)
Tank Capacity (m2) N/A Percolation Area Mound Percolation Area
No. of Trenches N/A No. of Trenches N/A
Length of Trenches (m) N/A Length of Trenches (m) N/A
Invert Level (m) N/A Invert Level (m) N/A
SYSTEM TYPE: Secondary Treatment System (Chapters 8 and 9) and polishing filter (Section 10.1)
Secondary Treatment Systems receiving septic tank effluent (Chapter 8) Package Treatment Systems
Media Type Area (m2) Deep of Filter
(m) Invert Level
(m) receiving raw wastewater
(Chapter 9)
Sand/Soil N/A N/A N/A Type O’ Reilly Oakstown
Treatment System
Soil 12No.10m Trenches 0.3m 0.1m AGL Capacity PE 8
Constructed
Wetland N/A N/A N/A Sizing of Primary Compartment
Other N/A N/A N/A 4 m2
Polishing Filter: (Section 10.1)
Surface Area Sand Filter (m2) N/A No. of Trenches N/A
Option 1 – Direct Discharge Surface area (m2) N/A Length of Trenches (m) N/A
Option 2 – Pumped Discharge Surface Area (m2) N/A Invert Level (m) 0.10m AGL
SYSTEM TYPE: O’Reilly Oakstown Treatment System and infiltration/ treatment area (section 10.2)
Identify purpose of tertiary treatment
Provide performance information
demonstrating system will provide
required treatment levels
Provide design information
Due to the limited site area tertiary is
required
O’Reilly Oakstown Treatment
System and soil polishing filter
Due to the limited site area
tertiary is required
DISCHARGE ROUTE:
Groundwater Hydraulic Loading Rate (l/m2. d) 900 Surface Area (m2) N/A
Surface Water Discharge Rate (m3/hr) 0.011
QUALITY ASSURANCE:
Installation & Commissioning On-going Maintenance
Recommend to be overseen by plant supplier.
Maintain and de-sludge annually
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7.0 SITE ASSESSOR DETAILS
Company: Traynor Environmental Ltd
Prefix: Mr. First Name: Nevin Surname: Traynor
Address:
Belturbet Business Park,
Creeny,
Belturbet,
Co. Cavan.
Qualifications/Experience: BSc. Env, H.Dip I.T, Cert SHWW, EPA/FAS Course Certified
Professional Indemnity Insurance Holder (€1 million cover)
Date of Report: 17.09.2026
Phone: 049 9522236 Fax: 049 9522808 E-mail: nevin@traynorenvironmental.com
Indemnity Insurance Number: C0003549/2025/PI/1 (Renewed 12th July 2026)
Signed:
Nevin Traynor
BSc. Env, H.Dip I.T, Cert SHWW, EPA/FAS Cert.
For Traynor Environmental Ltd
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8.0 SITE PHOTOGRAPHS
Facing North From the
Proposed Percolation Area
Facing South From the
Proposed Percolation Area
Facing East From the
Proposed Percolation Area
Facing West From the
Proposed Percolation Area
Trial Hole – Front View Trial Hole – Side View
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Percolation (“T”) Test 1 Percolation (“T”) Test 2
Percolation (“T”) Test 3 Percolation (“P”) Test 1
Percolation (“P”) Test 2 Percolation (“P”) Test 3
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Maps Used As Part of the EPA Site Suitability Assessment
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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Bedrock Map
From the GSI Bedrock Map
Site is classified Silurian
Metasediments and
Volcanics
Teagasc Subsoil Map
From the Teagasc Subsoil
Map Site is classified as
Bedrock at surface
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9.0 EPA/FAS CERTIFICATE
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10.0 P.I INSURANCE
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PROPOSAL
FOR
A
O’REILLY OAKSTOWN TREATMENT SYSTEM
PREPARED
FOR
CIARA MULLIGAN
TULLYNAMALRA
CASTLEBLAYNEY
CO. MONAGHAN
A75 XR71
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TRAYNOR ENVIRONMENTAL LTD
EPA SEWAGE LOADING SIZING CHART - CIARA MULLIGAN
Situation Source Litres/day BOD5 g/d PE Organic Number of Population Hydraulic Organic Pupulation
Person Person Loading Persons (Organic)Loading (Lit)Loading (gr)(Hydraulic)
Domestic Normal Resident 150 60 1.00 6 6 900 360 6.00
Industrial Office and/or factory without canteen 30 20 0.33 0 0 0 0.00
Office and/or factory with canteen 60.0 30.0 0.5 0 0 0 0.00
Open Industrial Site e.g. Quarry 40.0 25.0 0.4 0 0 0 0.00
School Non- residential with cooking on-site Students 60.0 30.0 0.5 0 0 0 0.00
6hr Shock Non-residential with no-cooking on site 35 20 0.33 0 0 0 0.00
Football clubs Players incl. showers 30 20 0.33 0 0 0 0.00
Spectators - Toilet blocks 8 10 0.17 0 0 0 0.00
Amenity Sites Restuarants 15 15 0.25 0 0 0 0.00
Function rooms 10 10 0.17 0 0 0 0.00
Toilet blocks (per use)8 10 0.17 0 0 0 0.00
Toilet blocks (long stay car parks)10 15 0.25 0 0 0 0.00
Golf clubs 25 15 0.25 0 0 0 0.00
Squash, with club house 25 15 0.25 0 0 0 0.00
Swimming 10 10 0.17 0 0 0 0.00
6 900 360 6.00
Loadings
Population Org 6.00PE
Hydraulically 6.00PE
Treatment System Proposed: O' Reilly Oakstown Treatment System and soil polishing filter
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Date: 17th September 2026
Applicant Name: Ciara Mulligan
Site Address: Tullynamalra, Castleblaney, Co. Monaghan, A75 XR71
Design Capacity: Maximum number of residents: 06
No. of single bedrooms: 00
No. of double bedrooms: 04
A representative of O’Reilly Oakstown Ltd has assessed the Soil Test Report
and confirms the suitability of their Oakstown BAF 8PE Wastewater Treatment
System to treat effluent being discharged from the above proposed dwelling
based on the residential demands submitted to us above.
1. Waste Water Treatment System Design Details:
- Maximum Daily Design Loadings as per client
Max
No. of
users
Flow
Litres/day/person
Total
Hydraulic
Load
B0D5
(grams/day/person)
Total Organic
Loading
(grams/day)
6
150
900 litres
60
360
Total Organic Loading 0.36kg BOD/day
Total Hydraulic loading 0.90m³ /day
- Average treated effluent 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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2. Wastewater Treatment system description:
The Oakstown BAF 8 PE is designed to provide proven, cost effective 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 effluent 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 maintenance service contract on all
systems from date of first occupation. We provide a 24 month warranty on all
parts.
4. Percolation:
The percolation area designed must conform to the requirements of Table 10.1
of EPA Code of Practice 2021 Wastewater Treatment and Disposal System
serving single houses.
The percolation area requirements are as follows:
Sub Surface value: 71.04 min/25mm as per Site Characterisation Form.
Surface value: 57.36 min/25mm as per Site Characterisation Form.
Depth from ground surface to water table: None Encountered
Depth from ground surface to winter groundwater level: 1.20m BGL
Depth from ground surface to bed rock: None Encountered.
►See Site Characterisation report for percolation area details.
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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,
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2720 2720
1
3
7
0
INLET
INSPECTIONCHAMBER
OUTLET TOPERCOLATION AREA
AIR COMPRESSOR
TWO CHAMBER PRIMARY HOLDING TANK THREE CHAMBER BAF UNIT
1
4
6
0
1
3
6
0
1
0
0
1
4
6
0
1
0
0
85
1
0
0
0
1
3
1
0
1
2
6
0
BIO-MEDIUM
100mm RISER100mm RISER
TWO CHAMBER PRIMARY HOLDING TANK
ACCESSCOVER
THREE CHAMBER BAF UNIT
INLET
ACCESSCOVER ACCESSCOVERACCESSCOVER
SECONDARY TREATMENTCHAMBER WITH AIR DISTRIBUTIONAND BIO-MEDIUM CLARIFIER WITHSLUDGE REMOVAL
DISCHARGE CHAMBER
2720
1
3
7
0
1
3
7
0
INLET
OUTLET TOPERCOLATION AREA
TWO CHAMBER PRIMARY HOLDING TANK
THREE CHAMBER BAF UNIT
AIR COMPRESSOR
INSPECTIONCHAMBER
WWTS LAYOUT - OPTION B
WWTS LAYOUT - OPTION A
OUTLET TOPERCOLATION AREA
INSPECTIONCHAMBER AIRCOMPRESSOR
Oakstown 8PE BAF SYSTEM Sectional Elevation
EXCESS BIOLOGICALSLUDGE REMOVAL
I.S. EN ISO 9002
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