EXHIBITION FILE - Shire of Colac Otway · 2019-08-15 · out using modified Talsma-Hallam...

PP11/2018-1

10 Old Ocean Road SEPARATION CREEK

Lot: 1 TP: 371123 V/F: 6225/845

Construction of Two Dwellings and Two (2)

Lot Subdivision and the construction of 1.8m

high timber paling fence and associated

earthworks

Spiire Australia Pty Ltd

Officer - Helen Evans

EXHIBITION FILE

This document is made available for the sole purpose of enabling its consideration and review as part of a

planning process under the Planning and Environment Act 1987. The document must not be used for any

purpose which may breach any Copyright.

Submissions to this planning application will be accepted until a decision is made on the application.

If you would like to make a submission relating to a planning permit application, you must do so in writing

to the Planning Department

Spiire Australia Pty Ltd ABN 55 050 029 635 T 03 5249 6888

2/10 Moorabool Street PO Box 4032 Geelong VIC 3220

Our Reference 304867 Your Reference P111/2018-1

15 August 2019

Helen Evans – Statutory Planner Colac Otway Shire 2-6 Rae Street COLAC VIC 3250

Dear Helen,

Planning Application PP11/2018-1 10 Old Ocean Road, Separation Creek ‘Construction of Two Dwellings and Two (2) Lot Subdivision and the construction of 1.8m high timber paling fence and associated earthworks’

Spiire Australia Pty Ltd continue to act on behalf of Tony and Marg Batt in relation to current planning application PP11/2018-1.

Following extensive discussions with officers in Councils’ planning and health departments, please find attached an amended addendum to the LCA prepared for the abovementioned property by AGR Geosciences.

As an alternative solution to the previously proposed Wisconsin mound design, AGR has – on the advice of Councils’ Health Department, suggested a pressure compensated subsurface irrigation disposal design with separate irrigation fields be sufficient and suitable in servicing the two dwellings proposed to be constructed at 10 Old Ocean Road, Separation Creek.

In lieu of supplying an additional set of plans identifying minor variations (nominal shortening to the deck at the rear of each dwelling, a shift of approximately 0.5 metres north-west of the boundary line between the lots containing dwelling 1 and 2 and a reduction in the setback of dwelling 1 of 0.5 metres from Old Ocean Road), and to avoid further undue delays to the determination of the abovementioned application, we respectfully request a condition be attached to a future planning permit should Council determine amended plans be required.

We trust information above and within the attached revised addendum to the LCA will be to the satisfaction of Council and respectfully ask that the application be progressed to a determination as soon as possible.

Yours sincerely, Josh O’Connor Planning – Professional. CC - Tony and Marg Batt

AGR Tony Gullone

AGR GEOSCIENCES PTY LTD

AGR GeoSciences Pty Ltd

ABN: 32 601 372 632

ACN: 601 372 632 1

P PO Box 178 Mount Clear VIC 3350 Ph 03 5332 2917 E [email protected] W agrgeo.com.au

ADDENDUM TO LAND CAPABILITY ASSESSMENT

FOR

10 OLD OCEAN ROAD, SEPARATION CREEK

Document No. 18305LCAv2

15/8/2019

Introduction

AGR Geosciences Pty Ltd (AGR) completed a Land Capability Assessment (LCA) report for 10 Old Ocean

Road, Separation Creek on behalf of Anthony Batt (the Client) dated 26/9/2018 and revised 9/10/2018.

The report proposed two Wisconsin mounds (effective basal areas of 75m2 and 96m2) with nitrogen

buffers and advanced secondary pre-treatment with nutrient reduction as a means of managing on-

site wastewater as part of the proposed two dwelling development.

This addendum presents an alternate wastewater design option in response to concerns raised by the

Health Protection Unit (HPU) of the Colac-Otway Shire regarding the mound proposal.

Additional Site Investigation

Additional site investigation was undertaken on 27/7/2019 involving additional boreholes and in-situ

hydraulic conductivity testing. Measurement of in-situ saturated hydraulic conductivity was carried

out using modified Talsma-Hallam permeameters applying the constant head method as described in

AS1547:2012. A nest of seven (7) permeameters was installed across the site inserted to a minimum

depth of 150mm into the target layer while maintaining a least 150mm clearance from the bottom of

the hole. Constant head draw down was monitored over a period of up to 90 minutes in order to

calculate saturated hydraulic conductivity for the target soil layer. Recorded test results have been

applied to equation G1 of AS1547:2012 to calculate Ksat for the target soil layer and are presented in

Appendix V.

Additional logs with full profile descriptions are presented in Appendix VI.

Alternate Wastewater Design Option

As an alternate to the proposed Wisconsin mound design, AGR recommends a pressure compensated

subsurface irrigation disposal design with separate irrigation fields to service the two proposed

dwellings.

In order to provide two independent irrigation areas for the respective dwellings within the available

usable area, the daily flow rate for each proposed dwelling has been reduced by a minimum of 50%

from 600L/day down to 300L/day (for House 1) and from 750L/day down to 375L/day (for House 2).

To achieve this AGR proposes the introduction of a greywater recycling system used to recycle

advanced secondary treated greywater in house to all toilets and the washing machine cold tap as is

allowable under the EPA Code of Practice (891.4, 2016).

The EPA Code of Practice (891.4, 2016) states that 30% of all household water use is associated with

toilet fixtures and that an additional 30% of all household water use is associated with laundry use.

mailto:[email protected]



ABN: 32 601 372 632

ACN: 601 372 632 2


Given the intension is to connect the greywater recycling system to all toilets for toilet flushing and

the washing machine cold tap only, a 50% allowable flow rate reduction is considered a reasonable

reduction figure.

A reassessment of the water balance for sub-surface irrigation for House 1 using 300L/day as a new

daily flow rate provides a minimum irrigation area for zero wet weather storage of 99m2 at an

application rate of 3.0mm/day for a Category 2 Sandy Loam with a design irrigation rate of

5.0mm/day and measured ksat of 0.17m/day. The proposed final application rate is less than the

maximum allowable application rate of 5.0mm/day for Sandy Loam soils.

A reassessment of the water balance for sub-surface irrigation for House 2 using 375L/day as a new

daily flow rate provides a minimum irrigation area for zero wet weather storage of 123m2 at an

application rate of 3.0mm/day for a Category 2 Sandy Loam with a design irrigation rate of

5.0mm/day and measured ksat of 0.17m/day. The proposed final application rate is less than the

maximum allowable application rate of 5.0mm/day for Sandy Loam soils.

A revised land application area plan in provided as Appendix I while water balance calculations are

provided as Appendix II.

The minimum area for irrigation based on hydraulic modelling has been crossed referenced with a

nutrient balance for nitrogen uptake and found to be greater than the minimum area required for total

nitrogen uptake without the need for nitrogen reduction. Phosphorous modelling based on the reduced

daily flow rates and using P Sorption rates published by the Sydney Catchment Authority (2012)

indicates the proposed irrigation systems will satisfactorily maintain the minimum wastewater design

life of 25 years for House 1 and House 2 respectively without the need for phosphorous reduction.

A revised nitrogen and phosphorous balance is provided in Appendix III and Appendix IV respectively.

Description of the Irrigation Option

Pressure compensated subsurface irrigation comprises a network of drip-irrigation lines that is specially

designed for use with wastewater without the requirement of a reserve field. The pipes contain

pressure compensating emitters (drippers) that employ a biocide to prevent build-up of slimes and

inhibit root penetration.

The lateral pipes are usually 1.0m apart for a SANDY LOAM, installed parallel along the contour.

Installation depth is 100mm into a minimum of 150mm of good quality topsoil in accordance with

AS/NZS 1547:2012. It is critical that the irrigation pump be sized properly to ensure adequate

pressure and delivery rate to the irrigation network.

A filter is installed in the main line to remove fine particulates that could block the emitters. This must be cleaned regularly (typically monthly) following manufacturer’s instructions. Vacuum breakers should be installed at the high point/s in the system to prevent air and soil being sucked back into the

drippers when the pump shuts off. Flushing valves are an important component and allow periodic

flushing of the lines, which should be done at six monthly intervals. Flush water should be returned to the treatment system via a return line.

All trenching used to install the pipes must be backfilled properly to prevent preferential subsurface flows along trench lines. Irrigation areas must not be subject to high foot traffic movement, and vehicles and livestock must not have access to the area otherwise compaction around emitters can

lead to premature system failure.




ABN: 32 601 372 632

ACN: 601 372 632 3


Installation of the Irrigation System

Installation of the irrigation system must be carried out by a suitably qualified, licensed plumber or

drainer experienced with effluent irrigation systems.

To ensure even distribution of effluent, it is essential that the pump capacity is adequate for the size

and configuration of the irrigation system, taking into account head and friction losses due to changes

in elevation, pipes, valves, fittings etc. To achieve even coverage, irrigation areas should be dosed

alternately using an automatic indexing or sequencing valve and line spacing’s should be progressively increased down slope.

The irrigation area and surrounding areas must be vegetated or revegetated immediately following

installation of the system, preferably with turf or dense ground covering shrubs and grasses with high

transpiration rates. The area should be fenced or otherwise isolated (such as by landscaping), to

prevent vehicle and stock access; and signs should be erected to inform householders and visitors of

the extent of the effluent irrigation area and to limit their access and impact on the area.

Stormwater run-on is expected to pose only a slight amount of concern for the proposed disposal

areas. Upslope diversion berms and surface drainage should be constructed during installation of the

disposal system and connected to the site drainage system and diverted to the legal point of discharge.

Stormwater from roofs and other impervious surfaces must not be disposed of into the wastewater

treatment system or onto the effluent management system.

Treatment System

For this site we recommend a minimum of secondary level treatment with advanced secondary level

treatment of greywater for in-house recycling.

The minimum “all waste” secondary effluent quality required for irrigation is:

▪ BOD < 20 mg/L

▪ TSS < 30 mg/L

▪ E.Coli < 10 cfu/100mg

The minimum advanced secondary (tertiary) effluent quality required for greywater recycling is:

▪ BOD < 10 mg/L

▪ TSS < 10 mg/L

▪ E.Coli < 10 cfu/100mg

Refer to the EPA website for the list of approved options that are available1. Many of the secondary or

advanced secondary treatment system options are capable of achieving the desired level of

performance. The property owner has the responsibility for the final selection of the secondary

treatment system and will include the details of it in the Septic Tank Permit to Install application form

for Council approval.

Alternative treatment methods which are able to produce high quality wastewater are Membrane

Bioreactor or MBR systems and Trickling Filters. MBR’s combine treatment technologies such as aerated water treatment systems (AWTS) and membrane filtration. They typically use a pre-treatment

settling tank, followed by aerobic bioreactor (AWTS) and finally a filter membrane followed by

disinfection with UV for higher quality waste water. Trickling Filters such as generic sand filters use

aerobic biological processes and mechanical filtration to treat effluent. They incorporate a settling or

septic tank (which may be generic or alternative such as a worm farm) for primary treatment after

which effluent is applied to the filter and then may be disinfected with either by chlorine or UV. Other

1 http://www.epa.vic.gov.au/en/your-environment/water/onsite-wastewater


http://www.epa.vic.gov.au/en/your-environment/water/onsite-wastewater



ABN: 32 601 372 632

ACN: 601 372 632 4


methods of secondary treatment system such as Aerated Wastewater Treatment System’s (AWTS) are also acceptable utilising disinfection to achieve advanced secondary standard.

Further consideration should be given to selecting a system that includes a suitably sized storage or

balancing tank to moderate flow into the wastewater treatment system or a system that integrally

uses multiple chambers where intermittent or periodic surge flows are expected. Where an AWTS is

to be considered in this situation, selection of a system which includes recirculation or some other

technology to accommodate intermittent flow is recommended.

Conclusions

As a result of the further investigation we conclude that sustainable onsite wastewater management

is feasible for the proposed development at 10 Old Ocean Road Separation Creek.

Specifically, to achieve the desired wastewater footprint we recommend the following:

▪ Secondary treatment of ‘All Waste’ by aerated treatment plant with disinfection and separate advanced secondary treatment of greywater for in-house recycling to toilets and the washing

machine cold tap.

▪ Reduced daily flow rate for House 1 from 600L/day for a 3-bedroom dwelling to 300L/day

(50% reduction).

▪ Reduced daily flow rate for House 2 from 750L/day for a 4-bedroom dwelling to 375L/day

(50% reduction).

• Disposal via pressure compensated subsurface irrigation to 99m2 for House 1 at an application

rate of 3.0mm/day.

• Disposal via pressure compensated subsurface irrigation to 123m2 for House 2 at an

application rate of 3.0mm/day.

▪ Detailed documentation of the as built irrigation design, including the filter, manifold, irrigation

line location and diameter, number and length of dripper lines, number and location of vacuum

breaker(s), sequencing valve(s), location of flush valve(s) and the location of the return line

returning flush water back to the treatment system.

▪ Installation of 3 star or better water saving fixtures and appliances both dwellings to conserve

water and reduce the effluent load;

▪ Operation and management of the treatment and disposal system in accordance with

manufacturer’s recommendations, the EPA Certificate of Approval, the EPA Code of Practice

(2016) and the recommendations made in this report.

DAVID J HORWOOD BAppSc (Geology); AusIMM CP (Geo)




ABN: 32 601 372 632

ACN: 601 372 632 5


Appendix I – Land Application Area Plan

Recommended cut off drainage

Recommended fugi AWTS and Wastewater Australia grey water treatment system (actual scaled dimensions)

1.5m

3.0m

3.0m

3.0m

1.5m

3.0m

3.0m

1.5m

Recommended cut off drainage

Recommended Fugi AWTS and Wastewater Australia grey water treatment system (actual scaled dimensions)




ABN: 32 601 372 632

ACN: 601 372 632 6


Appendix II – Irrigation Water Balance: House 1

Project: Job No.:

Comp: DH

Date: 14/08/2019

Client: Attendee: DH

Subject: Review: DH

INPUT DATA

Design Wastewater Flow Q 300 L/day

Design Seepage Rate DSR 5.0 mm/day

Trial Land Application Area LAA 99 m2

Crop Factor C Fescue unitless

Rainfall Runoff Factor RF 0.75 untiless

Effective Void Ratio N 0.3 unitless

Minimum Freeboard Topsoil Layer F 100 mm

Mean Monthly Pan Evaporation Data

Mean Monthly Rainfall Data BoM Station =

Parameter Symbol Formula Units Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total

Days in month D days 31 28 31 30 31 30 31 31 30 31 30 31 365

Evaporation E mm/month 129 106 90 58 39 28 32 44 61 87 102 121 897.0

Rainfall R mm/month 43 45 57 71 99 105 112 128 108 94 65 54 981.0

Crop Factor C unitless 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80

OUTPUTS

Evapotranspiration ET E x C mm/month 103.2 84.8 72.0 46.4 31.2 22.4 25.6 35.2 48.8 69.6 81.6 96.8 718

Seepage S DSR x D mm/month 155.0 140.0 155.0 150.0 155.0 150.0 155.0 155.0 150.0 155.0 150.0 155.0 1825.0

Total Outputs ET+S mm/month 258.2 224.8 227.0 196.4 186.2 172.4 180.6 190.2 198.8 224.6 231.6 251.8 2542.6

INPUTS

Retained Rainfall RR R x RF mm/month 32.3 33.8 42.8 53.3 74.3 78.8 84.0 96.0 81.0 70.5 48.8 40.5 735.8

Applied Effluent W QxD L/month 9300 8400 9300 9000 9300 9000 9300 9300 9000 9300 9000 9300 109500

Total Inputs RR+W mm/month 41.6 42.2 52.1 62.3 83.6 87.8 93.3 105.3 90.0 79.8 57.8 49.8 845.3

DISPOSAL RATE

Disposal Rate DR (ET+S)-RR mm/month 226.0 191.1 184.3 143.2 112.0 93.7 96.6 94.2 117.8 154.1 182.9 211.3

LAND AREA REQUIRED FOR ZERO STORAGE m2

41 44 50 63 83 96 96 99 76 60 49 44

MINIMUM AREA REQUIRED FOR ZERO STORAGE: 99 m2

ADOPTED LAND APPLICATION AREA: 99 m2

DESIGN APPLICATION RATE: 3.0 mm/day

STORAGE CALCULATION

Application Rate AR Q/LAA mm/month 93.9 84.8 93.9 90.9 93.9 90.9 93.9 93.9 90.9 93.9 90.9 93.9

Storage For The Month ST AR-DR mm/month -132.0 -106.2 -90.3 -52.2 -18.0 -2.7 -2.7 -0.3 -26.9 -60.2 -91.9 -117.4

Increase In Depth Of Stored Effluent ΔH ST/N mm/month -440.0 -354.0 -301.0 -174.1 -60.0 -9.1 -8.9 -0.9 -89.6 -200.5 -306.5 -391.2

Storage Remaining From Previous Month mm/month 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Cumulative Storage At End Of Month CS mm 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Cumulative Storage From Previous Year CS mm 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Maximum Storage Depth for Nominated Area MS 0 mm

BoM ave monthly evaporate maps

Tony Batt

Land Application Area Sizing Using Water Balance - House 1 Irrigation (50% flow rate reduction)

WATER BALANCE COMPUTATION SHEET

10 Old Ocean Road 18I305LCA

Separation Creek




ABN: 32 601 372 632

ACN: 601 372 632 7


Appendix II – Irrigation Water Balance: House 2

Project: Job No.:

Comp: DH

Date: 8/08/2019


Subject: Review: DH

INPUT DATA

Design Wastewater Flow Q 375 L/day

Design Seepage Rate DSR 5.0 mm/day

Trial Land Application Area LAA 123 m2

Crop Factor C Fescue unitless

Rainfall Runoff Factor RF 0.75 untiless

Effective Void Ratio N 0.3 unitless

Minimum Freeboard Topsoil Layer F 100 mm

Mean Monthly Pan Evaporation Data

Mean Monthly Rainfall Data BoM Station =

Parameter Symbol Formula Units Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total

Days in month D days 31 28 31 30 31 30 31 31 30 31 30 31 365

Evaporation E mm/month 129 106 90 58 39 28 32 44 61 87 102 121 897.0

Rainfall R mm/month 43 45 57 71 99 105 112 128 108 94 65 54 981.0

Crop Factor C unitless 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80

OUTPUTS

Evapotranspiration ET E x C mm/month 103.2 84.8 72.0 46.4 31.2 22.4 25.6 35.2 48.8 69.6 81.6 96.8 718

Seepage S DSR x D mm/month 155.0 140.0 155.0 150.0 155.0 150.0 155.0 155.0 150.0 155.0 150.0 155.0 1825.0

Total Outputs ET+S mm/month 258.2 224.8 227.0 196.4 186.2 172.4 180.6 190.2 198.8 224.6 231.6 251.8 2542.6

INPUTS

Retained Rainfall RR R x RF mm/month 32.3 33.8 42.8 53.3 74.3 78.8 84.0 96.0 81.0 70.5 48.8 40.5 735.8

Applied Effluent W QxD L/month 11625 10500 11625 11250 11625 11250 11625 11625 11250 11625 11250 11625 136875

Total Inputs RR+W mm/month 43.9 44.3 54.4 64.5 85.9 90.0 95.6 107.6 92.3 82.1 60.0 52.1 872.6

DISPOSAL RATE

Disposal Rate DR (ET+S)-RR mm/month 226.0 191.1 184.3 143.2 112.0 93.7 96.6 94.2 117.8 154.1 182.9 211.3

LAND AREA REQUIRED FOR ZERO STORAGE m2

51 55 63 79 104 120 120 123 96 75 62 55

MINIMUM AREA REQUIRED FOR ZERO STORAGE: 123 m2

ADOPTED LAND APPLICATION AREA: 123 m2

DESIGN APPLICATION RATE: 3.0 mm/day

STORAGE CALCULATION

Application Rate AR Q/LAA mm/month 94.5 85.4 94.5 91.5 94.5 91.5 94.5 94.5 91.5 94.5 91.5 94.5

Storage For The Month ST AR-DR mm/month -131.4 -105.7 -89.7 -51.7 -17.4 -2.2 -2.1 0.3 -26.3 -59.6 -91.4 -116.8

Increase In Depth Of Stored Effluent ΔH ST/N mm/month -438.1 -352.3 -299.1 -172.3 -58.1 -7.3 -7.0 1.0 -87.8 -198.6 -304.6 -389.3

Storage Remaining From Previous Month mm/month 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0

Cumulative Storage At End Of Month CS mm 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0

Cumulative Storage From Previous Year CS mm 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0

Maximum Storage Depth for Nominated Area MS 1 mm

BoM ave monthly evaporate maps

Land Application Area Sizing Using Water Balance - House 2 Irrigation (50% flow rate reduction)

WATER BALANCE COMPUTATION SHEET

18I305LCA

Tony Batt

10 Old Ocean Road

Separation Creek




ABN: 32 601 372 632

ACN: 601 372 632 8


Appendix III – Nitrogen Balance: House 1

Site Address:100 m2

Hydraulic Load 300 L/day Crop N Uptake 220 kg/ha/yr which equals 60.27 mg/m2/day

Effluent N Concentration 25 mg/L

0.2 Decimal

1500 mg/day

6000 mg/day

Minimum Area required with zero buffer

Nitrogen 100 m2 99 m2

0.012 kg/year 0.545455

0.545455 m2

CELLS

Please enter data in blue cells

XX Red cells are automatically populated by the spreadsheet

XX Data in yellow cells is calculated by the spreadsheet, DO NOT ALTER THESE CELLS

NOTES1 Model sensitivity to input parameters will affect the accuracy of the result obtained. Where possible site specific data should be used. Otherwise

data should be obtained from a reliable source such as:

- EPA Guidelines for Effluent Irrigation

- Appropriate Peer Reviewed Papers

- Environment and Health Protection Guidelines: Onsite Sewage Management for Single Households

- USEPA Onsite Systems Manual

% N Lost to Soil Processes (Geary & Gardner 1996)

Total N Loss to Soil

Remaining N Load after soil loss

NITROGEN BALANCE BASED ON ANNUAL CROP UPTAKE RATESDetermination of Buffer Zone Size for a Nominated Land Application Area (LAA)

Nominated LAA Size

INPUT DATA1

Wastewater Loading Nutrient Crop Uptake

Predicted N Export from LAA

Minimum Buffer Required for excess nutrient

Nitrogen Balance

10 Old Ocean Road Separation Creek - House 2SUMMARY - LAND APPLICATION AREA REQUIRED BASED NITROGEN BALANCE




ABN: 32 601 372 632

ACN: 601 372 632 9


Appendix III – Nitrogen Balance: House 2

Site Address:149 m2

Hydraulic Load 450 L/day Crop N Uptake 220 kg/ha/yr which equals 60.27 mg/m2/day

Effluent N Concentration 25 mg/L

0.2 Decimal

2250 mg/day

9000 mg/day

Minimum Area required with zero buffer

Nitrogen 149 m2 123 m2

0.579 kg/year 26.31818

26.31818 m2

CELLS

Please enter data in blue cells

XX Red cells are automatically populated by the spreadsheet

XX Data in yellow cells is calculated by the spreadsheet, DO NOT ALTER THESE CELLS

NOTES1 Model sensitivity to input parameters will affect the accuracy of the result obtained. Where possible site specific data should be used. Otherwise

data should be obtained from a reliable source such as:

- EPA Guidelines for Effluent Irrigation

- Appropriate Peer Reviewed Papers

- Environment and Health Protection Guidelines: Onsite Sewage Management for Single Households

- USEPA Onsite Systems Manual

% N Lost to Soil Processes (Geary & Gardner 1996)

Total N Loss to Soil

Remaining N Load after soil loss

NITROGEN BALANCE BASED ON ANNUAL CROP UPTAKE RATESDetermination of Buffer Zone Size for a Nominated Land Application Area (LAA)

Nominated LAA Size

INPUT DATA1

Wastewater Loading Nutrient Crop Uptake

Predicted N Export from LAA

Minimum Buffer Required for excess nutrient

Nitrogen Balance

10 Old Ocean Road Separation Creek - House 2SUMMARY - LAND APPLICATION AREA REQUIRED BASED NITROGEN BALANCE




ABN: 32 601 372 632

ACN: 601 372 632 10


Appendix IV – Phosphorus Balance: House 1

Project:

Client:

Subject:

Formula Symbol Units

B

(B x p) p EPA 891.4

qp L EPA 891.4

(p x qp) Q L/day EPA 891.4

P conc 10 mg/L AS1547:2012 or system certification

(P conc x Q) P day mg/day

P ann g/yr

LAA 99 m2

from water balance or mound design

PSI 75 mg/kg SCA

1.8 g/cm3

measured

kg/m3

d m measured

(LAA x d) V m3

( V x D) M kg

(M x PSI) TP sorp g

kg/ha Myers et al (1999); EPA 168

g/yr

(P ann - P up) g/yr

25.1 Yr

Net annual P 798

Life of system

Vegetation Grass

P annual uptake by vegetation(LAA x P up)

P up30

297

Volume of soil 148.5

Mass of soil 267300

Total P sorption of soil 20047.5

Soil depth 1.5

Land application area

P sorption rate of soil

Bulk density of soil D1800

Daily P load 3000

Annual P load 1095

Influent TP conc

Parameter Value

No. Bedrooms 3

No. Occupants 4

Daily flow rate/occupant 150

Design total daily flow rate 300

Life of System - House 1 Review: DH

PHOSPHOROUS BALANCE COMPUTATION SHEET

10 Old Ocean Road Job No.: 18I305LCA

Separation Creek Comp: DH

Date: 14/08/2019

Tony Batt Attendee: DH




ABN: 32 601 372 632

ACN: 601 372 632 11


Appendix IV – Phosphorus Balance: House 2

Project:

Client:

Subject:

Formula Symbol Units

B

(B x p) p EPA 891.4

qp L EPA 891.4

(p x qp) Q L/day EPA 891.4

P conc 10 mg/L AS1547:2012 or system certification

(P conc x Q) P day mg/day

P ann g/yr

LAA 123 m2

from water balance or mound design

PSI 75 mg/kg SCA

1.8 g/cm3

measured

kg/m3

d m measured

(LAA x d) V m3

( V x D) M kg

(M x PSI) TP sorp g

kg/ha Myers et al (1999); EPA 168

g/yr

(P ann - P up) g/yr

24.9 Yr

Net annual P 999.75

Life of system

Vegetation Grass

P annual uptake by vegetation(LAA x P up)

P up30

369

Volume of soil 184.5

Mass of soil 332100

Total P sorption of soil 24907.5

Soil depth 1.5

Land application area

P sorption rate of soil

Bulk density of soil D1800

Daily P load 3750

Annual P load 1368.75

Influent TP conc

Parameter Value

No. Bedrooms 3

No. Occupants 4

Daily flow rate/occupant 150

Design total daily flow rate 375

Life of System - House 2 Review: DH

PHOSPHOROUS BALANCE COMPUTATION SHEET

10 Old Ocean Road Job No.: 18I305LCA

Separation Creek Comp: DH

Date: 14/08/2019

Tony Batt Attendee: DH




ABN: 32 601 372 632

ACN: 601 372 632 12


Appendix V – Ksat Computations

COMPUTATION SHEET

Project: Job No.: 18I305LCA

Comp: DH

Date: 8/08/2019


Subject: Review: DH

SOIL PERMEABILITY CALCULATIONS

Refer Site Investigation Plan for locations of test sites

Refer Borehole Profiles for soil types and depths encountered

Test Number: 1 2 3 4 5 6 7 8

Time Step (min): 5 5 5 5 5 5 5

Hole Depth(mm): 350 400 350 300 400 350 400

Hole Dia. (mm) 75 75 75 75 75 75 75

Tube Inside Dia. (mm): 40 40 40 40 40 40 40

Lim. Layer Depth(mm): 100 100 100 100 100 100 100

Lim. Layer Material: CSS CSS CSS CSS CSS CSS CSS

Tube Insert. Depth: 150 150 150 150 150 150 150

Tube Number:

Test Liquid: Tap Water Tap Water Tap Water Tap Water Tap Water Tap Water Tap Water

Soil Moisture: moist moist moist moist moist moist moist

Time

Time 0 80 110 40 147 52 131 175

Reading: 5 84 194 45 172 240 220 202

Drop: 4 84 5 25 188 89 27

Reading: 10 97 277 45 200 330 280 255

Drop: 13 83 0 28 90 60 53

Reading: 15 130 385 45 230 430 345 310

Drop: 33 108 0 30 100 65 55

Reading: 20 145 450 45 270 545 412 375

Drop: 15 65 0 40 115 67 65

Reading: 25 180 540 45 305 655 475 430

Drop: 35 90 0 35 110 63 55

Reading: 30 195 620 45 325 770 545 490

Drop: 15 80 0 20 115 70 60

Reading: 35 220 705 45 340 880 600 535

Drop: 25 85 0 15 110 55 45

Reading: 40 255 790 45 365 660 590

Drop: 35 85 0 25 60 55

Reading: 45 275 870 45 400 715 640

Drop: 20 80 0 35 55 50

Reading: 50 300 45 435 780 705

Drop: 25 0 35 65 65

Reading: 55 320 45 475 830 750

Drop: 20 0 40 50 45

Reading: 60 330 60 500 780

Drop: 10 15 25 30

Reading: 65 345 80 530 815

Drop: 15 20 30 35

Reading: 70 370 95 570

Drop: 25 15 40

Reading: 75 385 605

Drop: 15 35

Reading: 80 425

Drop: 5 40

Reading: 85

Drop:

Reading: 90

Drop:

10 Old Ocean Road

Separation Creek

Soil Permeability Calculations

Tony Batt




ABN: 32 601 372 632

ACN: 601 372 632 13


1 2 3 4 5 6 7 8

Starts uniform drop 35 10 45 10 5 10

Stops uniform drop 55 40 75 35 45 50

Time elapsed(min) 20 30 30 25 40 40

Total Drop (cm) 10.0 51.3 20.5 55.0 49.5 45.0

z 2.7 3.3 2.0 3.3 2.7 3.3

Flow, Q (cm3/min) 6.3 21.5 8.6 27.6 15.6 14.1

Ksat (cm/min) 0.0056 0.0141 0.0110 0.0182 0.0138 0.0093

Ksat (m/day) 0.080 0.204 0.159 0.262 0.199 0.134

Average Ksat (m/day) 0.1730

0

20

40

60

80

100

120

140

160

180

200

0 10 20 30 40 50 60 70 80 90

ΔH

eig

ht

(pe

r 5 m

in in

cre

me

nt)

, m

m

Time Elapsed, min

Test No. 1

Test No. 2

Test No. 3

Test No. 4

Test No. 5

Test No. 6

Test No. 7

Test No. 8




ABN: 32 601 372 632

ACN: 601 372 632 14


Appendix VI – Additional Borelogs

Ex

cav

ato

in M

eth

od

Gra

ph

ic L

og

Ho

rizo

n

Te

xtu

re

Str

uct

ure

Sh

ad

e

Mo

istu

re

Co

ars

e F

rag

me

nts

Bo

un

da

ry T

yp

e

Sa

mp

le

100 Topsoil Topsoil clayey, sandy SILT FSL Dk Br M <10%

200 Topsoil Category 2 Sandy loams

300 Topsoil

400 Topsoil

500 Topsoil

600 Topsoil

700 Topsoil

800 Topsoil

900 Topsoil Topsoil sandy, clayey SILT SCL Lt Gy / Br M <10%

1000 Topsoil Category 4 Clay loams

1100 Topsoil

1200 Topsoil

1300 Topsoil With Gravel

1400 Topsoil

1500 Topsoil

1600 Topsoil

1700 Topsoil

1800 Topsoil

1900 Refusal Gravels

2000

2100

2200

2300

2400

2500

Comment:

Texture: Moisture: Structure:

S Sand ZL Silty Loam SiC Silty Clay D Dry Gr (Single) Grained

LS Loamy Sand SCL Sandy Clay Loam LC Light Clay SM Slightly Moist Mas Massive

CS Clayey Sand CL Clay Loam LMC light Med Clay M Moist Wk Weakly Structured

SL Sandy Loam ZCL Silty Clay Loam MC Medium Clay VM Very Moist Md Mod Structured

FSL Fine Sandy Loam FSCL Fine Sandy Clay Loam HC Heavy Clay W Wet St Strongly Structured

L Loam SC Sandy Clay

Colour: Dk Dark Lt Light Bk Black Br Brown Gy Grey Or Orange Yl Yellow Re Red Bl Blue Gn Green

Groundwater q Boundary Type: Sharp <5mm Abrut 5-20mm Clear 20-50mm

Sample: 1 Gradual 50-100mm Diffues >100mm

Co

nti

nu

ou

s F

ligh

t A

ug

er

De

pth

Bore Hole

29.7.2019

Field work Completed By:

Field Work Date:

AGR GeoSciences

Material Description

No. 1

Reference No:

Mo

ttle

s

10 Old Ocean Rd Sep. Creek

Client:

David Horwood

Tony Batt

Co

lou

r

Project Address:

18L305LCA




ABN: 32 601 372 632

ACN: 601 372 632 15


Ex

cav

ato

in M

eth

od

Gra

ph

ic L

og

Ho

rizo

n

Te

xtu

re

Str

uct

ure

Sh

ad

e

Mo

istu

re

Co

ars

e F

rag

me

nts

Bo

un

da

ry t

yp

e

Sa

mp

le

100 Topsoil Topsoil clayey, sandy SILT FSL Dk Br M <10%


300 Topsoil 1

400 Topsoil

500 Topsoil

600 Topsoil

700 Topsoil Topsoil gravelly, sandy SILT SL Dk Gy / Br SM >20%


900 Topsoil

1000 Topsoil

1100 Topsoil Topsoil sandy, clayey SILT SCL Lt Gy / Br SM <10% 2

1200 Topsoil Category 4 Clay loams

1300 Topsoil

1400 Topsoil

1500 Topsoil

1600 Topsoil

1700 Topsoil

1800 Topsoil

1900 Topsoil

2000 Topsoil

2100 EOH

2200

2300

2400

2500

Comment:











Co

nti

nu

ou

s F

ligh

t A

ug

er

De

pth

Bore Hole

29.7.2019Field Work Date:

10 Old Ocean Rd Sep. Creek

AGR GeoSciences


No. 2

18L305LCA

Mo

ttle

s

Project Address:

Client:

David Horwood

Reference No:

Tony Batt

Co

lou

r

Field work Completed By:




ABN: 32 601 372 632

ACN: 601 372 632 16


Ex

cav

ato

in M

eth

od

Gra

ph

ic L

og

Ho

rizo

n

Te

xtu

re

Str

uct

ure

Sh

ad

e

Mo

istu

re

Co

ars

e F

rag

me

nts

Bo

un

da

ry t

yp

e

Sa

mp

le

100 Topsoil Topsoil clayey, sandy SILT FSL Dk Br SM <10%


300 Topsoil

400 Topsoil

500 Topsoil

600 Topsoil Trace Gravel

700 Topsoil 3

800 Topsoil

900 Topsoil

1000 Topsoil

1100 Topsoil Topsoil gravelly, sandy SILT SL Dk Gy / Br SM >20%


1300 Topsoil

1400 Refusal Gravels

1500

1600

1700

1800

1900

2000

2100

2200

2300

2400

2500

Comment:











AGR GeoSciences

29.7.2019

10 Old Ocean Rd Sep. Creek Field work Completed By:

Client:

David HorwoodProject Address:

Bore Hole No. 3

Co

nti

nu

ou

s F

ligh

t A

ug

er

Field Work Date:

Tony Batt

Reference No:


De

pth

18L305LCA

Mo

ttle

s

Co

lou

r


EXHIBITION FILE - Shire of Colac Otway · 2019-08-15 · out using modified Talsma-Hallam...

Documents

Transcript of EXHIBITION FILE - Shire of Colac Otway · 2019-08-15 · out using modified Talsma-Hallam...