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File No: 26937/1 7th May 2021 RE: SOIL ABSORPTION CAPACITY TESTING Project: EFFLUENT DISCHARGE SYSTEM Site: 95 WEST ROAD, PYALONG We are pleased to present our report on the soil absorption capacity testing carried out at the above site. Should you have any queries regarding this report or require further advice, please do not hesitate to contact the undersigned. For and on behalf of Statewide Geotechnical (Aust) Pty Ltd

David Alkemade MSc (Principal)

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1.0 INTRODUCTION 1.1 General Statewide Geotechnical (Aust) Pty Ltd was engaged to undertake an assessment of soil absorption capacity at 95 West Road, Pyalong. Proposed Construction:

• It is proposed to construct a single storey clad frame permanent dwelling with a maximum of 3 bedrooms.

The aims of this investigation were as follows:

• Use background information and field data to provide guidance parameters for the design of a suitable system.

• Ascertain whether the test areas (proposed effluent disposal area) are suitable for the installation and maintenance of a satisfactory system.

Soil adsorption capacity testing has been used in conjunction with an evaluation of physical criteria detailed in the EPA Victoria publication (891.4, July 2016), “Code of Practice Onsite Domestic Wastewater Management”, to determine the suitability of the site for the installation and maintenance of a sewage treatment system. Determination of soil adsorption (or percolation) rates is by “Constant Head Test” which is used as a measure of the hydraulic conductivity of the soil (refer to Australian Standard AS1547-2012). The results of absorption testing are summarised in the following report. Site layout and absorption test locations are shown on the attached Figure 1. 1.2 Regional Geology The site is identified on the Geological Survey of Victoria MELBOURNE Sheet (1:250,000) as being located within the Province of Devonian ‘Pyalong’ Granite and associated soil profiles. 2.0 SITE DESCRIPTION The site is a large irregular shaped rural allotment, bounded to the front (north) by West Road and to remaining sides by rural properties. The property is largely undeveloped with a metal clad garage and two water tanks. The site surface gradient was measured using a hand-held clinometer and ranged from 1-3° sloping towards the south-east. Several 6-10m high trees are located around the property.

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The existing drainage is surface runoff toward the south-east. An existing dry gully is located on and adjacent to the southern property boundary. This dry gully is offset approximately 30-35m from the proposed construction envelope. The test points were situated to the south and south-east of the proposed dwelling. For an illustration of the site layout and the location of the test points refer to Figure 1. The maximum daily usage of the proposed dwelling is assumed to be 3 bedrooms (180 litres / person / day, assuming standard water fixtures and fittings), which using the number of bedrooms + 1 rule, equates to a maximum daily usage of 720 litres / day. 3.0 FIELD METHODS The test was conducted on 27th April 2021 by engineering staff from our Ringwood office. A total of two (2) test points were installed to a specified maximum depth of 0.7 metres. The test bores were spread evenly to achieve a representative coverage of the proposed absorption area. Procedures adopted were in accordance with those described in “Code of Practice - On-Site Wastewater Management” (Environment Protection Authority, Publication 891.4, July 2016). 4.0 RESULTS OF THE INVESTIGATION 4.1 Soil Profile Conditions

Genetic Soil Horizon

Depth (m) Description Moisture

A1 0-0.2 FILL – admixed silt, sand, brown / grey

Slightly Moist

A2 0.2-0.5 Sandy CLAY, dark grey

Moist

A3 0.5-0.7+ Clayey SAND, grey / orange

Moist

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4.2 Soil Permeability Test Results Soil permeability was measured using the constant head Talsma-Hallam method. The drawdown rates for each test point were determined at regular intervals for up to approximately 100 minutes. The mean drawdown rate was calculated for each test location. The soil permeability / hydraulic conductivity was calculated using these test results using the equation shown below:

Ksat = 4.4Q[0.5sinh-1 (H/2r)-√{(r/H)2 + 0.25} + r/H] / 2πH2

Where: Ksat = saturated hydraulic conductivity of the soil in cm / min

4.4 = correction factor for a systematic under-estimate of soil permeability in the mathematical derivation of the equation Q = rate of loss of water from the reservoir in cm3/min H = depth of water in the test hole in cm r = radius of the test hole in cm

The soil permeability results are shown in the table below.

Test Hole Ksat (m/day) P1 0.95

P2 1.07

The mean ksat across the site from two test locations is 1.01 m / day. The soil is classified as category 4, moderately structured, clay loam, according to table 5.1 AS/NZS 1547:2012. The Ksat value of 1.01 m / day is considered to be satisfactory and therefore either a conventional absorption trench and bed septic system or a surface or sub-surface irrigation system should be used on this site. Using table M1 and table M2 of AS/NZS 1547:0.02012, a Daily Irrigation Rate (DIR) of 3.5mm / day with secondary treated wastewater is recommended. Using table L1 of AS/NZS 1547:0.02012, a Daily Loading Rate (DLR) of 10.0mm / day is recommended. Section 6.0 of this report uses these values to calculate suitably sized effluent absorption areas.

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File No: 26937/1 Page 6 07/05/21

5.0 LAND CAPABILITY ASSESSMENT MATRIX Following the EPA Information Bulletin 746.1 “Land Capability Assessment For Onsite Domestic Wastewater Management” (2003), a land assessment for effluent disposal has been conducted. Features and site-specific values (where known) are summarised in the following Table. General Site Evaluation

LAND FEATURES

SITE-SPECIFIC PARAMETERS

CRITERIA FOR CAPABILITY

RATING 1

RATING

Slope 1-3° <1º (<2%) 2 – Good

Drainage Moderate Very Slow 3 – Fair

Runoff Moderate Never 3 – Fair

Flooding (AEP)* <1% Never - <1% 3 – Fair

Proximity to watercourses

Dry gully is 30-35m away >60m 3 - Fair

Landslip Low potential for failure

No actual or potential failure 3 - Fair

Erosion Potential Moderate No erosion potential 3 - Fair

Rock outcrop (% of land surface containing rocks >200mm

0 0 1 – Very Good

Exposure Moderate Low sun and wind exposure 3 - Fair

Annual Rainfall (mm/year) 590 (all years), based on Seymour Shire Depot 088053

Pan Evaporation (mm/year)

1000-1200mm, based on average pan evaporation map, Bureau of Meteorology

FILL Minimal Fill (In

effluent test areas)

No Fill 2 - Good

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Soil Profile Characteristics

LAND FEATURES

SITE-SPECIFIC PARAMETERS

CRITERIA FOR CAPABILITY

RATING 1

RATING

Soil Permeability – ksat (50cm)

1.01 m/day (mean) 1.5-3.0m/day 4 – Good

Soil Category (AS/NZ 1547:2012)

4 – Moderately structured clay

loam 2 and 3 4 – Fair

Profile Depth >2.0m >2m 1 – Very Good

Coarse Fragments (%) <10 < 10 1 – Very Good

Soil pH (1:5 water) 5.7 6-8 3 – Fair

Electrical Conductivity (dS/m) 0.13 < 3 1 – Very Good

Dispersiveness (Modified Emmerson Aggregate Test)

2 – Some Dispersion 4, 6, 8 4 – Poor

Sodicity (%ESP) 6-8 <3 3 – Fair

Design Irrigation Rate (DIR) for irrigation 3.5 mm/day 3.5-4mm/day 1 – Very Good

Design Loading Rate (DLR) for trenches and beds

10 mm/day 15-20 mm/day 3 - Fair

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6.0 CONCLUSIONS AND RECOMMENDATIONS 6.1 Type of System The results of this investigation show that physical land and soil characteristics, including appropriate absorption characteristics of soils in the test area, are generally fair to very good. On-site disposal of effluent by means of either a standard septic tank and absorption trench system or a sewage treatment system is suitable for this site. A sewage system should incorporate primary and secondary stages of treatment followed by surface or sub-surface irrigation. The system should be designed to cope with the maximum potential daily usage of the dwelling. Placement must take into consideration the minimum buffer distances from any site boundaries, easements, water courses etc. 6.2 Sizing the Sewage Irrigation System To determine the necessary size of the irrigation system, the following three methods were used:

1) In-situ soil permeability tests using the constant head Talsma-Hallam method. 2) Water balance, and 3) Nutrient balance.

The results of each method are outlined below, and the larger of the irrigation areas from the three methods was used to determine the final required irrigation area. 6.2.1 Irrigation Area Based on Permeability and Soil Texture Results. The size of the irrigation area is based on a maximum daily wastewater flow of 720 L / Day. The soil permeability (soil hydraulic conductivity) of 1.01 m /day as calculated from the field test results corresponds to a Design Irrigation Rate (DIR) of 3.5 mm / day. Based on these values the calculated irrigation area is 206m2. 6.2.2 Irrigation Area Based on Water Balance The water balance can be expressed by the following equation: Precipitation + Effluent Applied = Evapotranspiration + Percolation Data used in the water balance includes:

• Average Daily Effluent Load – 720L; • Design Irrigation Rate (DIR) – 3.5 mm/day • Crop Factor – 0.7 to 0.8; • Retained Rainfall – 100%

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The nominated area method is used to calculate the area required to balance all inputs and outputs, assuming zero storage. This water balance adopts the method used by MAV and the spread sheet is shown in Appendix A. Based on this water balance, an irrigation area of 277m2 is required to achieve zero wet weather storage. 6.2.3 Irrigation Area Based on Nutrient Balance A nutrient balance was undertaken and the method outlined by MAV was adopted. The following assumptions were used in the nutrient balance.

• Hydraulic Loading – 720l/day; • Nitrogen Concentration in effluent – 35 mg/L; • Nitrogen percentage lost to soil processes – 20%; • Phosphorus concentration in effluent – 13 mg/L; • Critical nutrient loading rates – 250 kg/ha/year (60mg/m2/day) for nitrogen and 50

kg/ha/year (14 mg/m2/day) for phosphorus. (EPA Victoria 1991); • Soil phosphorus sorption capacity – 4500 kg/ha of soil (Soil Landscape mapping

data); • Proportion of phosphorus sorption capacity utilised – 50%; • Design life of system – 50 years

The spread sheet used in this nutrient balance is shown in Appendix B. The area required for nitrogen assimilation is 215m2; and for phosphorus is 225m2. 6.3 Sizing Conventional Trenches and Beds In reference to AS/NZS 1547:2012 “On-site domestic wastewater management”, Trench and Bed dimensions shall be determined from the relationship: L = Q / (DLR x W) Where: L = length in m Q = design daily flow in L/day DLR = design loading rate in mm/d W = width in m The values supplied in Tables L1 and L2 are used in this calculation which are the recommended DLR rates for each soil type and typical dimensions of trenches and beds. The specific parameters for this property are:

• Soil Category 4 – Moderately structured Clay Loam – DLR rate for primary treated effluent – 10mm/day.

• Design Daily Flow - 720 L/day • Width of trenches – 0.4m

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Based on the site-specific parameters outlined above, the following trench length calculations apply: L = Q / (DLR x W) L = 720 / (10 x 0.4) = 720 / 4 = 180 lineal metres of trenches. 6.4 Summary and Discussion 6.4.1 Effluent Treatment System The most limiting factor in sizing the required irrigation area is the water balance results which require 277m2. Due to the dispersive nature of the soil, gypsum (CaSO4) should be spread applied at 1.5 kg/m2 over the effluent irrigation area. This will reduce the tendency for slaking and dispersion that may follow from the application of wastewater. Therefore, an irrigation area of 277m2 is required for the proposed dwelling. Based on the minimum set-back distances outlined below the irrigation area will be able to be located to north and north-east and / or south of the proposed dwelling, depending on the minimum setback distances as outlined in AS/NZS 1547:2012, On-site Domestic Wastewater Management. It is assumed that a secondary level of treatment (a “20/30” Standard”) has been achieved in a treatment plant prior to the effluent entering the distribution pipe lines. Due to the flexibility of placement of surface evaporation systems it is generally economical to install the required lengths of piping for these systems provided there is enough area available. All storm or surface water needs to be diverted away from the irrigation area. The distribution pipelines must be permanently fixed and buried at least 100mm. Sprays must produce coarse droplets rather than a fine mist. The spray plume must not have a diameter of more than 3 metres or a height of more than 600mm. The area needs to be marked with at least two warning signs which are visible at a distance of at least 3 metres. The “20/30” Standard” wastewater may be used to irrigate turf, pasture, trees and a range of horticultural crops (not fruit or vegetables). Maintenance requirements of the system need to be carefully considered and matched to the land use. Maintenance of the system is vital and is the responsibility of the owner of the property. Subsurface drip systems can be 60 per cent more efficient than conventional surface spray systems in applying the moisture directly to the root zone.

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6.4.2 Conventional Absorption Trenches and Beds A minimum of 180 lineal metres of 0.4m wide absorption trenches will be required to successfully treat the effluent for the proposed dwelling. Individual trench lengths are to be limited to around 20 metres. 6.4.3 Conclusion Recommendations for both an effluent treatment system and conventional absorption trench / bed systems have been provided in this report. However, it is the opinion of this office that an effluent treatment system is a more effective way to successfully treat the wastewater which will be produced by the proposed dwelling. 6.4.4 General Recommendations Some constraints for the location of disposal fields are as follows (‘AS/NZS 1547:2012, On-site Domestic Wastewater Management’): • Disposal areas shall be at least 3 metres on the low side of any building or boundary of

any allotment. • Disposal areas shall be at least 6 metres on the high side of any building or boundary of

any allotment. • Disposal areas shall be at least 3 metres from any water or gas pipe. • Disposal areas shall be at least 6 metres from either the stormwater system or a swimming

pool. • Disposal areas shall be at least 15 metres away from a cutting or escarpment (particularly

the gully to the south). • Disposal areas shall be at least 60 metres away from a stream, channel or dam

(continuous or ephemeral, non-potable). It is recommended to install water-saving appliances (‘AA’ or ‘AAA’ rated) including dual toilet flushes, aerator taps, suds saver trough and shower flow restrictors to minimise the total volume of effluent to be treated. Drainage: Natural drainage characteristics of the site soil are marginal and additional measures such as diverting and shedding incident rainfall and shallow subsurface seepage by the installation of a subsurface cut-off drain up-slope of the effluent disposal field should be considered. Vegetation: Generally, shrubs or trees should not be present across the absorption area itself due to possible blockage of drains. Suitable shallow rooting grasses or shrubs, however, may be planted in the spaces between the trenches. Suitable trees and shrubs may be planted in the vicinity of the

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proposed disposal field, as they will, over and above their ecological value, assist in soil absorption by way of evapotranspiration. 7.0 Maintenance of the Septic System Once a permit has been obtained the planned effluent disposal field should be protected to prevent deterioration by building activities and vehicular traffic. Maintenance of the system is vital and is the responsibility of the owner of the property. Check sludge levels, pumps and alarms regularly. Arrange for an inspection of the system at least annually. The system should be pumped out in accordance with the permit conditions. Ensure that the system and disposal field are not built over or disturbed. The system and disposal field should be isolated from other domestic facilities.

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APPENDIX A: WATER BALANCE

Nominated Area Water Balance & Storage Calculations For Irrigation SystemSite Address: 95 WEST ROAD, PYALONGINPUT DATADesign Wastewater Flow Q 720 L/dayDesign DIR DIR 24.5 mm/weekDaily DIR 3.5 mm/dayNominated Land Application Area L 277 m sqCrop Factor C 0.7-0.8 unitless Mean Daily Evaporation Data - mm / dayRetained Rainfall Rf 1 unitless Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov DecRainfall Data (mean monthly) 8.1 7 5.7 3.8 2.5 1.8 2 2.7 4.1 5.2 6 7.4Evaporation Data Melbourne Airport station 086282

Symbol Formula Units Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec TotalD \ days 31 28 31 30 31 30 31 31 30 31 30 31 365R \ mm/month 35.3 34.3 39.4 43.8 54.8 64.7 60.2 63 56.3 52.9 46 39.1 589.8E \ mm/month 251.1 196 176.7 114 77.5 54 62 83.7 123 161.2 180 229.4 1708.6C 0.8 0.8 0.8 0.7 0.7 0.7 0.7 0.7 0.7 0.8 0.8 0.8

ET ExC mm/month 200.9 156.8 141.4 79.8 54.3 37.8 43.4 58.6 86.1 129.0 144.0 183.5 1315.5B (DIR/7)xD mm/month 108.5 98.0 108.5 105.0 108.5 105.0 108.5 108.5 105.0 108.5 105.0 108.5 1277.5

ET+B mm/month 309.4 254.8 249.9 184.8 162.8 142.8 151.9 167.1 191.1 237.5 249.0 292.0 2593.0

RR RxRf mm/month 35.3 34.3 39.4 43.8 54.8 64.7 60.2 63.0 56.3 52.9 46.0 39.1 589.8W (QxD)/L mm/month 80.6 72.8 80.6 78.0 80.6 78.0 80.6 80.6 78.0 80.6 78.0 80.6 948.7

RR+W mm/month 115.9 107.1 120.0 121.8 135.4 142.7 140.8 143.6 134.3 133.5 124.0 119.7 1538.5

mm/month 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0S (RR W)-(ET B mm/month -193.5 -147.7 -129.9 -63.0 -27.4 -0.1 -11.1 -23.5 -56.8 -104.0 -125.0 -172.3M mm 0 0 0 0 0 0 0 0 0 0 0 0N mm 0V NxL L 0

m² 81.43608 91.42857 106.0534 153.1915 206.7624 276.5685 243.4024 214.4298 160.2374 120.9363 106.4039 88.24925

277 m²

LAND AREA FOR ZERO STORAGE

MINIMUM AREA REQUIRED FOR ZERO STORAGE:

Seymour Shire Depot station 088053

Effluent Irrigation

ParameterDays in month

RainfallEvaporationCrop Factor

OUTPUTSEvapotranspiration

PercolationOutputs

INPUTSRetained Rainfall

Total Volume of StorageMaximum Storage for Nominated Area

InputsSTORAGE CALCULATION

Storage remaining from previous monthStorage for the month

Cumulative Storage

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APPENDIX B: NUTRIENT BALANCE

SITE ADDRESS:

SUMMARY - LAND APPLICATION AREA REQUIRED BASED ON THE MOST LIMITING BALANCE =

INPUT DATA

720 L/Day 250 kg/ha/yr 60 mg/m²/day

25 mg/L 50 kg/ha/yr 14 mg/m²/day0.2 Decimal

3600 mg/day 300 mg/kg 4500 kg/ha14400 mg/day 1.5 g/cm²

10 mg/L 0.4 m 50 yrs 0.75 Decimal

210.24 m²

223.6596 m²

NUTRIENT BALANCE BASED ON ANNUAL CROP UPTAKE RATES

Nitrogen

Phosphorus

Minimum Area required with zero buffer

Phosphorus SorptionP-sorption resultBulk DensityDepth of Soil% of Predicted P-sorp

which equals % Lost to Soil Processes (Geary & Gardner 1990)

Total N Loss to SoilAnnual N Loss to Soil

Effluent P ConcentrationDesign Life of System

NUTRIENT BALANCE

95 WEST ROAD, PYALONG

225m²

Hydraulic LoadEffluent N Concentration

Wastewater LoadingCrop N UptakeCrop P Uptake

which equalswhich equals

Nutrient Crop Uptake

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breac

h any

copy

right.

This co

pied d

ocum

ent is

mad

e ava

ilable

for th

e sole

purpo

se

of en

ablin

g its

cons

iderat

ion & re

view as

part o

f a pl

annin

g

proce

ss un

der th

e Plan

ning a

nd Env

ironm

ent A

ct 19

87.

This do

cumen

t mus

t not

be us

ed fo

r any

purpo

se w

hich m

ay

breac

h any

copy

right.