HomeMy WebLinkAbout2659 - Site Assessment ReportE1iItTiII
MON. CO. CO. FOR
PLANNING SECTION
01 JUL SEAMUS McKENNA,
SEAVEAGH,
GLASLOUGH,
__ CO MONAGHAN.
�'LgNNN'
NG SECTION
1 JUL 4L
ON. CO. CO.
NNING SECTION
REG. NO
PLANNING DEPARTMENT
REF. NO.
MONAGHAN CO. COUNCIL
flEN
iEF. 0.
1`11°26/ b
I�f0NAF llm N CO. C+O,. UN IL
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SITE CHARACTERISATION FORM
COMPLETING THE FORM
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Goto Menu Item File, Save As and save the file under a reference relating to the
client or the planning application reference if available.
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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.
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.
APPENDIX A: SITE CHARACTERISATION FORM
File Reference: Seamus McKenna, Seaveagh, Glaslough
Prefix: Mr First Name: Seamus Surname: McKenna
Address: Site Location and Townland:
Seaveagh, Glaslough, Co Monaghan.
Number of Bedrooms: 2 Maximum Number of Residents: 4
Comments on population equivalent
There are 2 double bedrooms which will equate to four adults.
Proposed Water Supply:
Mains Private Well/Borehole
Soil Type, (Specify Type): I Acid brown earth. AminDW
Limestone till TLs
Subsoil, (Specify Type):
Group Well/Borehole
Bedrock Type: DSL
Aquifer Category: Regionally Important Locally Important LI Poor
Vulnerability: Extreme High ✓❑ Moderate Low
Groundwater Body: Aughnacloy Status Good
Name of Public/Group Scheme Water Supply within 1 km: Glaslough / Tyholland GWS
Source Protection Area: ZOC ❑ SI SO ❑ Groundwater Protection Response: R1 jjj
Presence of Significant Sites
(Archaeological, Natural & Historical):
Past experience in the area:
None
lone
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).
The site is potentially suitable as there appears to be no restrictions to the on -site treatment of domestic effluent. Surface
water and ground water could be targets at risk.
Note: Only information available at the desk study stage should be used in this section.
ASSESSMENT
3.1 Visual Assessment
Landscape Position:
Near base of North -Easterly facing slope.
Slope: Steep (>1:5) ❑ Shallow (1:5-1:20) ❑✓ Relatively Flat (<1:20)
Slope Comment ABOUT 1: 10
Surface Features within a minimum of 250m (Distance To Features Should Be Noted In Metres)
Houses:
Derelict house on the site for renovation for which this site characterisation is required. Home dwelling house 50m East
South -East.
Existing Land Use:
Agricultural grassland.
Vegetation Indicators:
Grass, thistles and docs.
Groundwater Flow Direction
Ground Condition:
Firm during a spell of wet weather.
Site Boundaries:
Mature hedges all around.
Expected North-East.
3.1 Visual Assessment (contd.)
Roads:
Local road along North-East boundary hedge.
Outcrops (Bedrock And/Or Subsoil):
None
Ri irfare Water Pondina:
None
Lakes:
Shelvins Lough 630m South-West.
Beaches/Shellfish Areas:
None
Wetlands:
None
Features:
None
rcourses/Streams:*
Blackwater river 36m across road to the North-East.
*Note and record water level
3.1 Visual Assessment (contd.)
Drainage Ditches:*
No ditch within 50m.
Springs:*
None within 100m
Wells:*
None within 100m
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).
The site was in very good condition Underfoot with the assessment being carried out during wet weather.
*Note and record water level
3.2 Trial Hole (should be a minimum of 2.1m deep (3m for regionally important aquifers))
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.
Depth of trial hole (m): 2.0
Depth from ground surface Depth from ground surface
to bedrock (m) (if present): 2.0 to water table (m) (if present): U
Depth of water ingress: [I Rock type (if present): I Limestone shale
Date and time of excavation: 03 -Apr -2026 II 10:301 Date and time of examination: 05 -Apr -2026 10:00
Depth of
Surface and
Subsurface Soil/Subsoil
Percolation Texture & Plasticity and Soil Density/ Colour**** Preferential
Tests Classification" dilatancy*** Structure Compactness flowpaths
0.1 m I
0.2 m 0
0.3 m I
0.4 m S[ l
0.5 m 0
0.6 m J
0.7 rn
0.8m SS
0.9m 0
1.0m I
1.lml__
1.2m I
1.3m l�
1.4 m 0
1.5m li
1.6 m I
1.7m I
1.8m 0
1.9m 0
2.oml___
2.1 m I
2.2m r
2.3 m I
2.4m
2.5 m 0
2.6m I
2.7m I
2.8m I
2.9 m 0
3.0m I
3.1 m 0
3.2 m 0
3.3 m I
3.4m rI
3.5m1___
SILT / CLAY 2 threads-60mm CRUMB SOFT BROWN GRASS ROOTS
TOP SOIL ribbons — dilatant
SILY / CLAY 3 threads - 70mm
SUBSOIL ribbons-dilatant BLOCKY UNCOMPACT PALE NONE
BROWN
Base of trial hole 2.0m
SHALE ROCK
AT 2.0M
Likely Subsurface Percolation Value: 30
Likely Surface Percolation Value: 20
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.
3.2 Trial Hole (contd.) Evaluation:
The trial hole was 2.0m deep with two distinct layers. Top -soil that was crumb in nature and below that silt / clay sub -soil that
was pale brown in colour and blocky in nature. All the soil was well aerated with no yellow or blue clay. There was no water
table visible. Shale rock encountered at 2.0m.
3.3(a) Subsurface Percolation Test for Subsoil
Step 1: Test Hole Preparation
Percolation Test Hole
1
[C]
Depth from ground surface
400
400
400
to top of hole (mm) (A)
Depth from ground surface
800
800
800
to base of hole (mm) (B)
Depth of hole (mm) [B - A]
400
400
400
Dimensions of hole
280 x 280
290 x 290
290 x 280
[length x breadth (mm)]
II
Step 2: Pre -Soaking Test Holes
Pre-soak start Date 03 -Apr -2026 03 -Apr -2026 03 -Apr -2026
Time 13:30 13:30 13:30
2nd pre-soak Date 04 -Apr -2026 04 -Apr -2026 LII 04 -Apr -2026
start Time 14:00 4:00 14:00
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 05-04-2026 05-04-2026 05-04-2026
Time filled to 400 mm 10:00 10:00 10:00
Time water level at 300 mm 10:50 10:50 11:00
Time (min.) to drop 100 mm (T,,)II 50.00 50.00 60.00
Average T,� 53.33
If T1 > 480 minutes then Subsurface Percolation value >120 - site unsuitable for discharge to ground
If T1 < 210 minutes then go to Step 4;
If T100 > 210 minutes then go to Step 5;
Step 4: Standard Method (where T100 ≤ 210 minutes)
Percolation
Test Hole
1
2
3
Fill no.
Start Finish At (min)
Time Time
Start Finish At (min)
Time Time
Start Finish At (min)
Time Time
(at 300 (at 200
mm) mm)
(at 300 (at 200
mm) mm)
(at 300 (at 200
mm) mm)
1
10:50 12:00 70
10:50 12;10 80
11:00 12:20 80
2
I 12:00)!13:30 90
I 12:10)!13:50 100
I 12:201114:1 110
3
Average At
I 13:30 15j 140
13:50 16:20 150
14:10!)16:40 150
Ll00.00
110.00
113.33
Value
Average At/4 =
[Hole No.1] I 25.00 (t,)
Average At/4 =
[Hole No.2] 27.50 (t2)
Average At/4 =
[Hole No.3] I 28.33)(t3)
Result of Test: Subsurface Percolation Value = 26.944444444444443 (min/25 mm)
Comments:
The T test was a pass and this soil should be suitable for percolating effluent from an advanced treatment system.
Step 5: Modified Method (where T100> 210 minutes)
Percolation
Test Hole No.
Fall of water
in hole (mm)
Time
Factor
=T,
Start
Time
hh:mm
Finish
Time
hh:mm
Time
of fall
(mins)
=Tm
K,s
= T,
/Tm
L=4.,41.5
300 -250
8.1 0.00 I0
250 -200
I9J 00
200- 150
11.9 =� 0.0011
150-100
14.1 00 0.0011
Average
T- Value T- Value Hole 1 = (T, ) I 0.00
Percolation
Test Hole No. 3
Fall of water Time Start Finish Time Ks T -
in hole (mm) Factor Time Tim§e of fall = T, Value
=T, hh:mm hh:mm (mins) /T� =4.45
=T,
300 - 250 I 8.1 lI 0.00 P_I0
250 - 200 9.7 0 0.00 =
0�
200 -150 11.9 00 0.00 ��
150-100 I
14.1 0 0.00 _=
Percolation
Test Hole No. 2
Fall of water
in hole (mm)
Time
Factor
= T,
Start
Time
hh:mm
Finish
Time
hh:mm
Time
of fall
(mins)
= Tm
K,s
= T,
/ T,
T -
Value
= 4.45
/K5
300 - 250
8.1 I0 0.00 jI
250-200
P9.7 0.00 I�
200-150
11.9 =� 0.00ft =
150-100
14.1 =0 0.0011=
Average
T- Value T- Value Hole 2 = (T2) 0.00
Result of Test: Subsurface Percolation Value =
01 (min/25 mm)
Comments:
Average I T- Value T- Value Hole 3 = (T2) 0.00 I�
3.3(b) Surface Percolation Test for Soil
Step 1: Test Hole Preparation
Percolation Test Hole 1 2 3
Depth from ground surface ii
to top of hole (mm) I II
Depth from ground surface LI
400 400 400
to base of hole (mm)
Depth of hole (mm) 400 400 400
Dimensions of hole
[length x breadth (mm)] 300 x 300 280 x 280 290 x 280
Step 2: Pre -Soaking Test Holes
Pre-soak start Date
Time
2nd pre-soak Date
start Time
03 -Apr -2026
13;35
04 -Apr -2026
14:05
03 -Apr -2026
13:35
04 -Apr -2026
14:05
Each hole should be pre-soaked twice before the test is carried out.
03 -Apr -2026
r- 13:35
04 -Apr -2026
14:05
Step 3: Measuring T100
1 2 3
Percolation Test Hole No.
I II II
05 -Apr -26 05 -Apr -26 05 -Apr -2026
Date of test
10:0511 10:05 10:05
Time filled to 400 mm
10:50 10:55 10:55
Time water level at 300 mm
1
45.00 50.00 50.00
Time to drop 100 mm (f10o)
48.33
Average T100
If T100 > 480 minutes then Surface Percolation value >90 — site unsuitable for discharge to ground
If T1oo ≤ 210 minutes then go to Step 4;
If T100 > 210 minutes then go to Step 5;
Step 4: Standard Method (where T,00 ≤ 210 minutes)
Percolation
Test Hole
1
2
3
Fill no.
Start Finish AT (min)
Time Time
Start Finish AT (min)
Time Time
Start Finish AT (min)
Time Time
(at 300 (at 200
mm) mm)
(at 300 (at 200
mm) mm)
(at 300 (at 200
mm) mm)
1
10:50 11:50 60.00
10:55j ij 65.00
10:55 12:10 75.00
2
11:50 13:10 80.00
12:10 13:30 8j
0 13:40 90.00
3
AT
13:10 15:15 125.00
13:30 15:35 125.00
13:40 15:55 135.00
88.33
90.00
100.0
Valuege
Average AT/4 =
[Hole No.1] 1 22.081(T1)
Average AT/4 =
[Hole No.2] 1 22.50J(T2)
Average AT/4 =
[Hole No.3] 25.00 (T3;
Result of Test: Surface Percolation Value = 23.191 (min/25 mm)
(:r mmentc•
Ehe topsoil at this site is of good quality and may be used if required to make the percolation area level.
Step 5: Modified Method (where T,op > 210 minutes)
Percolation
Test Hole No.
Fall of water
in hole (mm)
Time
Factor
= T,
Start
Time
hh:mm
Finish.
Time
hh:mm
Time
of fall
(mins)
= Tm
K
= T,
/ T
T-
Value
/K,
300-250
L8.1 iii�I
200
9.7 0.00 �I
250 -
200- 150
Iii.g 0.0011 I
150-100
0.00 �
.1 14F—Ir !
Average
T- Value T Value Hole 1 = (T1) LQQi
Percolation
Test Hole No. 3
Fall of water
in hole (mm)
Time
Factor
=T,
Start
Time
hh:mm
Finish
Time
hh:mm
Time
of fall
(mins)
=T=
K
= T,
/Tm
T -
Value
=4.45
/ K„
300 - 250
I 8.1 0.00 l 111111
250 -200
0.00 ==
200 - 150
FIF1I
I 0.00 !=
150-100
14.1 iii= 0.00 p=
Average .
T- Value T- Value Hole 3 = (T2) 0.00
Percolation
Test Hole No. 2
Fall of water
in hole (mm)
Time
Factor
=T1
Start
Time
hh:mm
Finish
Time
hh:mm
Time
of fall
(mins)
=T
K„
= T,
/T,,
T -
Value
= 4.45
/K„
300 -250
8.1 0.00 00
250 - 200
9.7 ___I 0.00 0�
200-150
I 11.9 00I 0.0011
150-100
14.1 00I 0.00
Average
T- Value T- Value Hole 2 = (T2) To.oi0
Result of
Test: Surface Percolation Value =
o (min/25 mm)
Comments:
3.4 The following associated Maps, Drawings and Photographs should be appended to this site
characterisation form.
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 layout'
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.
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.
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: 1:10
Are all minimum separation distances met? L= '
Depth of unsaturated soil and/or subsoil beneath invert of gravel
(or drip tubing in the case of drip dispersal system) 0.90
Percolation test result: Surface: 23.19
Not Suitable for Development I
Identify all suitable options
Septic tank system (septic tank and
No
percolation area) (Chapter 7)
Secondary Treatment System
(Chapters 8 and 9) and soil polishing filter Yes
(Section 10.1)
3. Tertiary Treatment System and Infiltration /
Yes
treatment area (Section 10.2)
Sub -surface: 26.94
Suitable for Development ED
Discharge Route t
Groundwater
Propose to install: Secondary Treatment System and soil polishing filter
and discharge to: Ground Water 0
Invert level of the trench/bed gravel or drip tubing (m) 0.0
Site Specific Conditions (e.g. special works, site improvement works testing etc.
Mechanical aeration system and a soil polishing filter to be installed and constructed to EPA 2021 specifications. I recommend
40m of percolation trench in the soil polishing filter consisting of 4 lengths of trench each measuring 10m. The invert of the
percolation trenches should be at 0.6m with 0.9m pervious unsaturated soil below to ensure proper polishing of the final
effluent. The percolation area shall measure 12m x 10m. Ensure that the final effluent from the mechanical aeration system is
distributed evenly to each of the four percolation trenches. It is important to ensure that the percolation trenches and related
pipe work are put in at the correct slope especially as the site is on a slope. A surface water drain measuring 1m deep shall be
employed (min 2m away) up -slope from the soil polishing filter to divert surface water away from the percolation area and to
prevent the water table rising in wet weather.
NOTE: It is very important to ensure that the aeration pump remains on at all times on the mechanical aeration system or
otherwise the system will revert to septic conditions causing odors and poorer quality effluent which may lead to clogging of
the percolation trenches.
' 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.
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) [__iJ Length of Trenches (m)
Invert Level (m) 0.60 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
LIII f�REATMENT SYSTEM
Soil
Capacity PE 4
Constructed Wetland
Sizing of Primary Compartment
Other
2 60 m3
Polishing Filter*: (Section 10.1)
2o.j Option 3 - Gravity Discharge 40.00
Surface Area (m2)*
Trench length (m)
Option 1 - Direct Discharge
Option 4 - Low Pressure
Surface area (m2)
Pipe Distribution
Option 2 - Pumped Discharge
Trench length (m)
Surface area (m2)
Option 5 - Drip Dispersal
Surface area (m2)
SYSTEM TYPE: Tertiary Treatment System and infiltration / treatment area (Section 10.2)
Identify purpose of tertiary
Provide performance information Provide design information
treatment
demonstrating system will provide
required treatment levels
DISCHARGE ROUTE:
Groundwater LII Hydraulic Loading Rate * (I/m2.d) 30.00
Surface Water ** ❑ Discharge Rate (m3/hr) 0.03
* Hydraulic loading rate is determined by the percolation rate of subsoil
** Water Pollution Act discharge licence required
Surface area (m2) 20.00
QUALITY ASSURANCE:
Installation & Commissioning
System to be signed off by a suitably qualified person and recommendations in section 5.0 to be adhered to. Package
treatment system must conform to EN 12566-3 standard. Package treatment system to be properly installed and certified by
company supplying the system in accordance with the EPA 2021 code of practice. Keep records of desludging for five years.
On -going Maintenance
Desludge tank as recommended by manufacturer and periodically inspect the system for damage or surface ponding.
Maintenance contract to be agreed by company supplying the package treatment system and contract must be adhered to so
as to ensure that the system continues to function properly.
Company: Biolabs
Prefix: Mr 0 First Name: Michael Surname: Holohan
Address
ITERERA, SCOTSTOWN, CO. MONAGHAN
Qualifications/Experience: GSI / EPA CERTIFIED
Date of Report: 07 -Apr -2026
Phone: 0868169162 E-mail biolabsirl@outlook.com
Indemnity Insurance Number: RPI-IE000946-00
Signature:
CREIGHANS
CORNAHOt:
LOOARI
SFAVEAGH LOOARI
CORNAHOE
Sit LIS
IOOAR1
CREIGHANS
DR DMA c,F LVIN
Ilia\71 1
ItVPY, AI-Ff �1
WELLS AND BOREHOLES ADJACENT TO THE SITE
MULLAGHBANE / CLONLEEK
AGHALOUGHAN U Public Supply Source Protection Areas
KILLYBOLE Y ■ SI-Inner Protection Area
COOLCOLLID SO -Outer Protection Area
BILLIS
DOAGHEYS
i HILLHALL ANNAGOLA \I
CORNAHOE LOOART
ANNAREAGH (
IGHAN SOUIH
TIRAVERA
SILLIS ANNAREAGHI
LOOART i-( SOUTH f
kN C
CREIGHANS • 1 ,)'I
FAULKLAND IINAVERA SE AV F_AGH C
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CRUMI I•.
DRUMAGELVIN r
SHELVINS
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CORVALLY
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SOURCE PROTECTION DATA (N/A)
LOOART
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Sit I IS
RIVERS AND LAKES
AQUIFER CATEGORY LI
VULNERABILITY HIGH
BEDROCK DSL
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AERIAL VIEW OF PERCOLATION SITE
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SKETCH OF NEKCULAI IUIV AKtA INLLUUIIVCU SI I t JUKNUUI1U
VIEWS OF DERILICT HOUSE FOR RENOVATION
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4)
OUTLINE SPECIFICATIONS FOR MOUNDED SOIL POLISHING FILTER
1. Treated effluent from the mechanical aeration sump unit shall be pumped
intermittently or fed by gravity if the levels allow to the distribution chamber
feeding the 4 percolation trenches.
2. The slope of the percolation trenches from the distribution chamber shall be 1
in 200
3. The length of each of the 4 percolation trenched shall be l0m. Total length
40m.
4. The separation distance between the percolation trenches shall be 2m (ie
2.5m centre to centre)
5. Percolation pipes shall be 100mm diameter smooth wall uPVC sewer pipes,
perforated at 4, 6 and 8 o'clock. Perforations shall be 8mm diameter, at
75mm centre's along the pipe. Holes shall be checked before installation to
ensure they are free from debris.
6. The width of each percolation trench shall be 500mm.
7. The depth of each percolation trench shall be 600mm below the ground
surface.
8. Percolation pipes shall be laid on a 250mm bed of washed gravel, having
particles in the range of 8 - 32mm.
9. Pipe surround shall be washed gravel, having particle size in the range 8 -
32mm.
10. Pipe cover shall be 150mm depth of washed gravel, having particle size in
the range of 8 - 32mm.
11. Geotextile layer to be placed on top of this followed by 100mm topsoil to
top of mound.
12. Geotextile shall be in accordance with EN ISO 10319.
Access / inspection points and vents shall be provided for the ends of the
percolation pipes. Covers shall be visible and installed to prevent the
ingress of water. They should be suitable for rodding and scouring purposes.
13. A surface land drain 1m deep shall be employed upslope from the soil polishing
filter and not closer than 2m to divert surface water away from it and to
prevent the water table rising in this area during wet weather.
SCHEDULE OF SITE SEPARATION DISTANCES
PACKAGE TREATMENT SYSTEM
. Minimum distance to any dwelling = 7m
. Minimum distance to site boundary = 3m
. Minimum distance to trees = 3m
. Minimum distance to roads = 4m
. Minimum distance to slope breaks = 10m
. Minimum distance to watercourse / streams = 10m
. Minimum distance to soakaway = 10m
. Minimum distance to open drain = 10m
. Minimum distance to lake or foreshore = 50m
6.3 EPA Code of Practice 2021
POLISHING FILTER
. Minimum distance to any dwelling = 10m
. Minimum distance to site boundary = 3m
. Minimum distance to trees = 3m
. Minimum distance to roads = 4m
. Minimum distance to slope breaks = 10m
. Minimum distance to water course / stream = 10m
. Minimum distance to soakaway = 10m
. Minimum distance to open drain = 10m
. Minimum distance to lake or foreshore = 50m
. Minimum distance to up -gradient well = 15m
. Minimum distance well on same level = 30m
. Minimum distance to down -gradient well = 40m
able 6.1 EPA Code of Practice 2021 unless stated otherwise
GROUND LEVEL
TOPSOIL
100MM
GEOTEXTILE LAYER
150MM WASHED
STONE ABOVE PIPE
0.6M
U 100MM PIPE
250MM WASHED
STONE BELOW PIPE
INVERT OF TRENCH
SUBSOIL MIN 0.9M
SHALE ROCK
EACH TRENCH 500MM WIDE
SECTION THROUGH SUBSOIL PERCOLATION SYSTEM