Our Reference: AE1118LR Department of …...AE1118LR – DEHP Mackay September 2012 MG/js Our...

AE1118LR – DEHP Mackay September 2012 MG/js

Our Reference: AE1118LR 13 September 2012 Department of Environment and Heritage Protection 22-30 Wood Street Mackay QLD 4740

Attention: Kate Delaney (via email - [email protected]) Dear Kate

RESPONSE TO INFORMATION REQUEST BY DEPARTMENT OF ENVIRONMENT AND HERITAGE PROTECTION –

IN RELATION TO: ERA 63(2)(a)(i) OPERATING SEWAGE TREATMENT WORKS, OTHER THAN

NO-RELEASE WORKS, WITH A TOTAL PEAK DESIGN CAPACITY OF 21 – 100EP

CNR VANE TEMPEST ST AND CAMPWIN BEACH ROAD CAMPWIN BEACH QLD 4737 LOTS 55 AND 56 RP891788

1.0 INTRODUCTION This letter report has been prepared to provide additional information to the Department of Environment and Heritage Protection (DEHP) relating to an application for MCU for an ERA at the subject site, located on the corner of Vane Tempest Street and Campwin Beach Road, Campwin Beach QLD 4737. We understand that the proposed wastewater treatment and disposal system utilising subsurface irrigation triggers Environmentally Relevant Activity 63 – 2(a) (i) Sewage treatment: 21-100EP with treated effluent discharged to an infiltration trench or irrigation scheme (to land). Duke Environmental have previously replied to the DEHP information request Ref: 387851/SPCE04361812. This report contains amendments to the Duke Environmental Reports AB1118EFF (including MEDLI Modelling) and AC1118LR, a water balance for the proposed conventional bed and additional information supplied by Ozzi Kleen relating to the RP10A wastewater treatment system. 2.0 AMENDMENTS TO PREVIOUSLY SUBMITTED REPORT

(AB1118EFF)

2.1 Proposed Wastewater Treatment and Disposal System The Design Irrigation Rate (DIR) for the Class Two Sandy Loam is 35mm/week.

michellem

Received (Manual Date)

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2.2 Trench Beds

The term ‘Trench Beds’ is to be substituted with ‘Conventional Beds’ throughout the report.

2.3 MEDLI Modelling

The MEDLI model was updated following changes to:

The daily irrigation rate in Enterprise/Irrigation;

The concentrations of nitrogen and phosphorus in Technical/ Pre-Treatment of Effluent;

Depth of soil layers in Technical/Soil Water Parameters; and

Pasture type in Technical/Plant.

Following the updated MEDLI model, ‘Table 4.1 Details of Enterprise and Technical Parameters’ is to be replaced with the contents of the following table.

TABLE 2.1

DETAILS OF ENTERPRISE & TECHNICAL PARAMETERS

ENTERPRISE TECHNICAL

DESCRIPTION DETAILS DESCRIPTION DETAILS

Waste estimation – Other

Effluent Volume (ML/d) = 0.0126 per

Working Day in Current Period

Effluent Volume (ML/y) = 4.6 Annual

Total

Nutrients and Solids (mg/L) = Total

Nitrogen 10, Total Phosphorus 5, and

Total Solids 10

NA

Location and Period

Site Location:

Latitude: 21.04o S Longitude: 149.30oE

- Run length: 01/01/1950 to 31/12/2011

NA

Pre treatment None NA

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Table 2.1 cont.

ENTERPRISE TECHNICAL

DESCRIPTION DETAILS DESCRIPTION DETAILS

Pond

Number of Ponds = 2 Pond 1 - Individual Volume at Outlet =

0.154 ML (Combined 4x

Conventional Beds)

Pond 2 - Individual Volume at Outlet =

0.054 ML (Wet Weather

Storage)

Pond

Rainfall Catchment and Evaporation

Area = 100% Pond 1, 0% Pond 2

Soil Type - Sandy Loam

(Ksat =3.0)

Soil Water

- Saturated Hydraulic

Conductivity = 125 mm/h (Ksat values according to AS/NZ

1547:2000)

Plant Pasture Species- Tropical Pasture NA

Irrigation

-Total Area = 252 m2

- Method = Flood

- Trigger = once per day

- Application = 5 mm/d

Irrigation

Groundwater - Aquifer

Thickness = 10 m NA

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Following the updated MEDLI model, ‘Table 5.1 Nutrient and Salinity Levels’ is to be replaced with the contents of the following table.

Table 2.2

Nutrient & Salinity Levels

Irrigation Area (m

2)

Average Nitrogen Average Phosphorus

Root Zone

(mg/L)

Below Root Zone

(mg/L)

Deep Drainage

(mg/L)

Change in

Adsorbed Nitrogen (kg/ha/y)

Root Zone

(mg/L)

Below Root Zone

(mg/L)

Change in Adsorbed

Phosphorus (kg/ha/y)

256 0.0 0.1 0.1 0.0 1.6 1.4 24.5

Refer to MEDLI Model Output in Attachment A. The previous MEDLI model predicted that 286.2kg/ha/y of phosphorus would enter the receiving environment. Following correction of the daily irrigation rate from 50mm/d to 5mm/d combined with the use of a ‘Tropical Pasture’ which better represents the ‘crop’ at the subject site, the predicted volume of leached phosphorus reduced to 27.4kg/ha/y. The overestimation of the daily irrigation rate directly influenced the volume of leached phosphorus entering the receiving environment. The volume of 27.4kg/ha/y does not include calculation of effluent volumes removed from the wet weather storage tank. Following removal of effluent during rainfall events, and as overtopping contingency, the expected volume of nitrogen and phosphorus entering the receiving environment is lower than the predicted 27.4kg/ha/y.

3.0 AMENDMENTS TO THE PREVIOUSLY SUBMITTED REPORT (AC1118LR)

3.1 Trench Beds

The term ‘Trench Beds’ is to be substituted with ‘Conventional Beds’ throughout the report.

3.2 Wet Weather Storage

Section 3.1.2 Item 2 – ERA Sewage treatment plant type. Point four (iv) outlines the wet weather and overtopping contingency. The following section is to replace the existing Section 3.1.2, Item 2, Point Four (iv). The sewage treatment system features engineering designs within the nine (9) RP10A sewage treatment systems, within the 54 kL wet weather storage system and within the Land Application Area (LAA).

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Each individual Ozzi Kleen RP10A system contains a storage volume of 1000L to avoid spills and subsequent contamination to the surrounds of the individual systems. As the storage volume of each individual system is regulated by an electrical pump, residents are advised to avoid using household amenities in excess during disruptions to power supply. One (1) 54kL wet weather storage tank is included in the design of the total system. The 54kL volume is designed to withhold approximately five (5) days of storage volume of treated effluent from the combined nine (9) systems. When the capacity of the wet weather storage tank is close to the maximum volume, a licenced contractor is to be commissioned to remove the effluent from within the holding tank. The LAA features conventional beds constructed in accordance with AS/NZ 1547:2000 On-site Domestic-Wastewater Management. Treated effluent leaving the Ozzi Kleen RP10A systems is to be pumped into the 54kL wet weather storage tank and not directly into the conventional beds. This allows for greater wet weather and overtopping contingency.

To ensure that the treated effluent is evenly distributed throughout the four (4) individual conventional beds, treated effluent is to be transferred from the wet weather storage tank to the conventional beds via a distribution box (or equivalent). Each conventional bed is to feature a subsurface irrigation system and an inspection port. Inspection ports are generally constructed using 50mm PVC pipe slotted close to the base, and allow monitoring of effluent volumes within conventional beds. As a contingency to over topping events, and to ensure the sub-surface irrigation system functions correctly, inspection ports are to be monitored to ensure that effluent volumes do not exceed the depth of the top soil layer (150 mm). During rainfall events, or when the volume of effluent within the conventional beds reaches the base of the topsoil layer (maximum allowable volume), effluent from the Ozzi Kleen RP10A systems is to be retained within the wet weather storage tank. The volume of effluent within the wet weather storage tank is to be monitored and the effluent removed by a licenced contractor before the holding tank reaches capacity. To ensure that excess rainfall does not create overtop events from the conventional bed system into the surrounding area, the LAA is to be bunded. The bunding also prevents stormwater surface runoff from entering the LAA.

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4.0 CONVENTIONAL BED WATER BALANCE

4.1 Overtopping Events

The results of the MEDLI model indicate that 90.2% of the volume of effluent and rainwater entering the conventional beds will exceed the capacity of the ‘ponds’ causing overtopping events. The volume of overtopping (ML/y) in the MEDLI model is calculated from data contained in the Pond Water Balance. The Pond Water Balance defines the input volumes of:

Inflow of effluent to pond system;

Rainwater added to pond system; and

Sludge accumulated.

To determine the Pond Water Balance the following output volumes were subtracted from the input volumes:

Recycle volume from pond;

Evaporation loss from pond system;

Seepage loss from pond system;

Irrigation from last pond;

Sludge removed; and

Increase in pond water volume.

The input volume remaining following subtraction of the output volume is defined as ‘volume of overtopping’. The subject site contains class four (4) Clay Loam. Under the proposal, the soil surrounding the 256m2 Land Application Area (LAA) will be substituted with class two (2) Sandy Loam, featuring a Design Loading Rate (DLR) of 50mm/d. The Pond Water Balance does not include calculation of the DLR and as such overestimates the overtopping volume and subsequent number of overtopping events.

4.2 Conventional Bed Water Balance

Conventional beds are designed to filter nutrients from inflows of treated effluent. Plant roots uptake nutrients as effluent is pumped through the subsurface irrigation system in the topsoil layer, and nutrients are filtered as flows pass through the distribution aggregate into the soil layers below the base of the bed. The class of soil utilised determines the DLR. The current ‘volume of overtopping’ (4.225ML/y) identified in the MEDLI model would require approximately 78 removal events from the 54kL Wet Weather Storage Tank, which would not be economically feasible. To ensure that the proposed on-site wastewater treatment system is environmentally and economically feasible, a conventional bed water balance was calculated to define the volume of effluent to be removed from the Wet Weather Storage Tank (54kL). The calculations are based on the DLR of class two (2) and class four (4) soils, and from the data provided in the pond water balance section of the MEDLI model output.

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To ensure that a conservative approach was undertaken the following output volumes were excluded;

Seepage loss from the pond system;

Evaporation values do not include plant transpiration or soil evaporation values (found in the Land Disposal Area Water Balance); and

Irrigation from last pond (representing approximately 74% of the outflow volume in the pond water balance).

The results of the conventional bed water balance are displayed in Tables 4.1 and 4.2 below.

Table 4.1

Conventional Bed Water Balance Class 2 Sandy Loam

Table 4.2 Conventional Bed Water Balance Class 4 Clay Loam

The results indicate that the proposed on-site wastewater treatment system is feasible providing the existing class four (4) Clay Loam on the subject site is substituted with class two (2) Sandy Loam. The annual mean values for rainfall may not be representative of extended periods of heavy rainfall. Therefore, although a conservative approach was undertaken, due to weather fluctuation the actual number of times effluent is removed from the Wet Weather Storage Tank (54kL) may be greater or less than one (1) visit per year.

Element kL/y

Inflow Inflow of Effluent 4602

Rainwater Added 440

Outflow Evaporative Loss 342

Design Loading Rate Class 2 Sandy Loam (50 mm/d) 4672

Balance 28

Number of Times Wet Weather Tank (54 kL) Emptied by Contractor Annually

1

Element kL/y

Inflow Inflow of Effluent 4602

Rainwater Added 440

Outflow Evaporative Loss 342

Design Loading Rate Class 4 Clay Loam (30 mm/d) 2803

Balance 1897

Number of Times Wet Weather Tank (54 kL) Emptied by Contractor Annually

35

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5.0 ADDITIONAL INFORMATION PROVIDED BY OZZI KLEEN

5.1 Design Parameters Information provided by Ozzi Kleen relating to the RP10A system includes.

Ozzi Kleen Effluent Standards Specification;

Ozzi Kleen Owner’s Manual for the RP10 and RP10A Systems, Revision L, 08/08/2008;

Technical Specifications Ozzi Kleen Sewage Treatment Systems;

Suncoast Wastewater Management Specification for Ozzi Kleen Wastewater Treatment Plant Model – RP10 & RP10A; and

Sunshine Coast Wastewater Management Ozzi Kleen RP10A Chief Executive Approval under the Plumbing and Drainage Act 2002, part 5, division 1, section 93.

Following correspondence with Mr Mick Bienke from Ozzi Kleen Sunshine Coast on 7 September 2012, Ozzi Kleen do provide a performance guarantee providing.

The RP10A system receives influent quality specified in the ‘Typical Raw Sewage Standard’ table outlined in the ‘Ozzi Kleen Effluent Standards Specification’; and

The RP10A system is installed, operated and maintained in accordance with the ‘Ozzi Kleen Owner’s Manual for the RP10 and RP10A Systems, Revision L, 08/08/2008’.

Mr Mike Bienke stated that data collected during testing was provided to the Queensland Government to gain approval from the Chief Executive, under the Plumbing and Drainage Act 2002, part 5, division 1, section 93. To the knowledge of Ozzi Kleen RP10A systems have undergone testing by the former Department of Environment and Resource Management (DERM).

Refer to Attachment B for Ozzi Kleen documents.

6.0 SUMMARY AND CLOSURE The above information has been provided to respond to information requested by Kate Delaney on 31 August 2012.

We consider the information to provide adequate and transparent response in accordance with the information requested.

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Please feel free to contact our office if you have any questions regarding the project.

Yours sincerely

Mahdi Green Paula Duke BEnvSc(Hons) MEIANZ MEngSc BAppSc(Chem) PGDipEd CEnv MEIANZ Environmental Scientist Director For Duke Environmental For Duke Environmental

Att A: MEDLI Model Output

Att B: Ozzi Kleen documentation

Cc; Justin Peel, Development Planning and Approvals

Kevin Rebetske, Racesea Pty Ltd

AE1118LR DEHP Mackay September 2012 MG/js

ATTACHMENT

A

MEDLI MODEL OUTPUT

***************************************** SUMMARY OUTPUT MEDLI Version 1.30

Data Set: Campwin 10 9 2012 Run Date: 10/09/12 Time:13:41:01.57*****************************************

GENERAL INFORMATION*******************Title: Campwin Beach DE1118 Subject: Effluent Disposal Client: Mr. K Rebetzke User: Duke Environmental Time: Mon Sep 10 13:33:44 2012 Comments: Following Information Request

RUN PERIOD**********

Starting Date 1/ 1/1950Ending Date 31/12/2010Run Length 61 years 0 days _____________________________________________________________________________________

CLIMATE INFORMATION*******************

Enterprise site: Campwin Beach -21.4 deg S 149.3 deg EWeather station: CampwinBeach_Mackay_21.40S_149.3

ANNUAL TOTALS 10 Percentile 50 percentile 90 PercentileRainfall mm/year 1031. 1602. 2801.Pan Evap mm/year 1784. 1908. 2040.

MONTHLY Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec YearRainfall (mm) 356 372 265 133 86 53 35 29 23 52 127 183 1713Pan Evap (mm) 193 162 167 141 118 99 109 132 164 198 207 214 1905Ave Max Temp DegC 31 31 30 28 26 23 23 24 27 29 30 31 27Ave Min Temp DegC 23 24 22 20 17 14 12 13 16 19 21 23 18Rad (MJ/m2/day) 21 20 19 18 15 15 16 19 22 24 24 24 19-------------------------------------------------------------------------------------MONTHLY IRRIGATION******************

Irrigation (mm) 154 141 155 150 155 150 155 155 150 155 150 155 1825_____________________________________________________________________________________

SOIL PROPERTIES***************

Soil type: Sandy Loam

SOIL WATER PROPERTIES

Layer 1 Layer 2Bulk Density (g/cm3) 1.3 1.5Porosity (mm/layer) 75.8 426.4Saturated Water Content (mm/layer) 75.2 423.0Drained Upper Limit (mm/layer) 16.4 136.0Lower Storage Limit (mm/layer) 6.0 64.0Air Dry Moisture Content (mm/layer) 6.0Layer Thickness (mm) 150.0 1000.0

Profile Max RootzoneTotal Saturated Water Content (mm) 498.1 350.1Total Drained Upper Limit (mm) 152.4 104.8Total Lower Storage Limit (mm) 70.0 47.6Total Air Dry Moisture Content (mm) 7.0 6.7Total Depth (mm) 1150.0 800.0

Maximum Plant Available Water Capacity 57.2Saturated Hydraulic Conductivity At Surface (mm/hr) 30.0 Limiting (mm/hr) 30.0

RUNOFF

Runoff curve No II 70.0

SOIL EVAPORATION

CONA (mm/day^0.5) 4.5URITCH (mm) 10.0_____________________________________________________________________________________

AVERAGE WASTE STREAM********************

Other waste stream(All values relate to influent after any screening and recycling, if applicable).

Inflow Volume (ML/year) 4.602Nitrogen (tonne/year) 0.046Phosphorus (tonne/year) 0.023Salinity (tonne/year) 0.000

Nitrogen Concentration (mg/L) 10.000Phosphorus Concentration (mg/L) 5.000Salinity (mg/L) 0.000Salinity (dS/m) 0.000

WASTE STREAM DETAILS (for last inflow event):Nitrogen Concentration (mg/L) 10.000Phosphorus Concentration (mg/L) 5.000

TDS Concentration (mg/L) 0.000Salinity (dS/m) 0.000_____________________________________________________________________________________

IRRIGATION WATER****************

Irrigation triggered every 1 daysIrrigating a fixed amount of 5 mm

AREA

Total Irrigation Area (ha) 0.025

VOLUMES

Total Irrigation (ML/year) 0.460Minimum Volume must be full irrig. requiremtMaximum Volume must be full irrig. requiremtMaximum Vol. Available For Shandying (ML/yr) 0.000

IRRIGATION CONCENTRATIONS

Average salinity of Irrigation (dS/m) 0.000Average salinity of Irrigation (mg/L) 0.000Average Nitrogen Conc of Irrigation Before ammonia loss (mg/L) 7.273 After ammonia loss (mg/L) 6.110Average Phosphorus Conc of Irrigation (mg/L) 4.956_____________________________________________________________________________________

FRESH WATER USAGE*****************

Irrigation (shandying) water (ML/yr) 0.00

Avg volume of fresh water used (ML/yr) 0.00

Annual allocation (ML/yr) N/A

POND INFORMATION****************

POND GEOMETRY Pond 1 Pond 2

Final pond volume (ML) 0.154 0.053Final liquid volume (ML) 0.154 0.053Final sludge volume (ML) 0.000 0.000Average pond volume (ML) 0.154 0.053Average active volume (ML) 0.154 0.053

Maximum pond volume (ML) 0.154 0.054Minimum allowable pond volume (ML) 0.000 0.005Average pond depth (m) 0.600 0.999Pond depth at outlet (m) 0.600 1.000Maximum water surface area (m2 x1000) 0.257 0.054Pond catchment area (m2 x1000) 0.257 0.054Pond footprint length (m) 80.147 7.348Pond footprint width (m) 3.202 7.348

POND WATER BALANCE

Inflow of Effluent to pond system (ML/yr) 4.602Recycle Volume from pond system (ML/yr) 0.000Rain water added to pond system (ML/yr) 0.440Evaporation loss from pond system (ML/yr) 0.342Seepage loss from pond system (ML/yr) 0.011Irrigation from last pond (ML/yr) 0.460Volume of overtopping (ML/yr) 4.225Sludge accumulated (ML/yr) 0.000 Sludge accumulated (t DM/yr) 0.000Sludge removed (ML/yr) 0.000No of desludging events every 10 years 0.000Increase in pond water volume (ML/yr) 0.003

OVERTOPPING EVENTS

Volume of overtopping (ML/yr) 4.22No. of days pond overtops per 10 years 3650.37Average Length of overtopping events (days)22267.00% Reuse 9.80No. of overtopping events every 10 years > 0.000 ML 0.16 > 0.000 ML* 0.00 > 1.000 ML 0.00 > 2.000 ML 0.00 > 5.000 ML 0.00 > 10.000 ML 0.00 > 20.000 ML 0.00 > 50.000 ML 0.00* Volume equivalent to 1 mm depth of water

>>> NO-IRRIGATION EVENTS <<<

%Days pond volume below min. vol. for irrig. 0.045No. periods/year without irrigable effluent 0.016Average Length of such periods (days) 10.000

POND NITROGEN BALANCE

Nitrogen Added by Effluent (tonne/yr) 0.046 Irrig. from pond (ML/yr) 0.5Nitrogen removed by Irrigation (tonne/yr) 0.003Nitrogen removed by Volatilisation(tonne/yr) 0.012Nitrogen removed by Seepage (tonne/yr) 0.000Nitrogen accumulated in Sludge (tonne/yr) 0.000

Nitrogen lost by Overtopping (tonne/yr) 0.030Nitrogen involved in Recycling (tonne/yr) 0.000Increase in pond Nitrogen (tonne/yr) 0.000

POND PHOSPHORUS BALANCE

Phosphorus Added by Effluent (tonne/yr) 0.023 Irrig. from pond (ML/yr) 0.5Phosphorus removed by Irrigation (tonne/yr) 0.002Phosphorus removed by Seepage (tonne/yr) 0.000Phosphorus accumulated in Sludge (tonne/yr) 0.000Phosphorus lost by Overtopping (tonne/yr) 0.021Phosphorus involved in Recycling (tonne/yr) 0.000Increase in pond Phosphorus (tonne/yr) 0.000

POND SALINITY BALANCE

Salinity Added by Effluent (tonne/yr) 0.000Salinity removed by Irrigation (tonne/yr) 0.000Salinity removed by Seepage (tonne/yr) 0.000Salinity lost by Overtopping (tonne/yr) 0.000Salinity involved in Recycling (tonne/yr) 0.000Increase in pond Salinity (tonne/yr) 0.000

POND CONCENTRATIONS Pond 1 Pond 2

Average Nitrogen Conc of Pond Liquid (mg/L) 7.6 7.2Average Phosphorus Conc of Pond Liquid(mg/L) 5.0 5.0Average TDS Conc of Pond Liquid (mg/L) 0.0 0.0Average Salinity of Pond Liquid (dS/m) 0.0 0.0Average Potassium Conc of Pond Liquid (mg/L) 0.0 0.0

(On final day of simulation)Nitrogen Conc of Pond Liquid (mg/L) 5.9 5.7Phosphorus Conc of Pond Liquid (mg/L) 3.7 3.7TDS Conc of Pond Liquid (mg/L) 0.0 0.0EC of Pond Liquid (dS/m) 0.0 0.0Potassium Conc of Pond Liquid (mg/L) 0.0 0.0

REMOVED SLUDGE - NUTRIENT & SALT CONCENTRATIONS

Nitrogen in removed Sludge (db) (kg/tonne) 0.000Phosphorus in removed Sludge (db) (kg/tonne) 0.000Salt in removed Sludge (db) (kg/tonne) 0.000Potassium in removed Sludge (db) (kg/tonne) 0.000

REMOVED SLUDGE - NUTRIENT & SALT MASSES

Nitrogen in removed Sludge (tonne/yr) 0.000Phosphorus in removed Sludge (tonne/yr) 0.000Salt in removed Sludge (mass bal.)(tonne/yr) 0.000Salt in removed Sludge (tonne/yr) 0.000Potm. in removed Sludge (mass bal.)(tonne/yr 0.000Potassium in removed Sludge (tonne/yr) 0.000

_____________________________________________________________________________________

LAND DISPOSAL AREA******************

WATER BALANCE-------------(Initial soil water assumed to be at field capacity)(Irrigated up to 8.12% of field capacity)Rainfall (mm/year) 1713.8 Irrigation Area (ha) 0.0Irrigation (mm/year) 1825.4Soil Evaporation (mm/year) 2.1Transpiration (mm/year) 1390.9Runoff (mm/year) 26.3Drainage (mm/year) 2119.6Change in soil moisture (mm/year) 0.2

ANNUAL TOTALS

Year Rain Irrig Sevap Trans Runoff Drain Change (mm) (mm) (mm) (mm) (mm) (mm) (mm) _____________________________________________________________________________ 1950 3001.0 1775.0 129.4 1194.5 37.4 3421.7 -7.1 1951 2081.0 1825.0 0.0 1479.1 262.9 2146.2 17.8 1952 1055.0 1830.0 0.0 1449.7 0.0 1447.7 -12.4 1953 1391.0 1825.0 0.0 1406.5 18.4 1799.7 -8.6 1954 2445.0 1825.0 0.0 1348.6 31.2 2875.6 14.7 1955 2681.0 1825.0 0.0 1359.1 76.9 3097.9 -27.9 1956 2867.0 1830.0 0.0 1266.6 28.1 3375.1 27.2 1957 1074.0 1825.0 0.0 1434.4 0.0 1464.7 -0.1 1958 2931.0 1825.0 0.0 1422.8 105.0 3220.1 8.1 1959 1644.0 1825.0 0.0 1306.0 16.2 2156.3 -9.6 1960 1889.0 1830.0 0.0 1434.7 79.8 2202.4 2.1 1961 1239.0 1825.0 0.0 1334.3 10.6 1724.8 -5.8 1962 1484.0 1825.0 0.0 1370.4 3.3 1927.8 7.5 1963 2251.0 1825.0 0.0 1392.8 43.4 2650.3 -10.6 1964 1234.0 1830.0 0.0 1337.8 0.1 1703.2 22.9 1965 964.0 1825.0 0.0 1466.0 0.0 1346.8 -23.8 1966 1007.0 1825.0 0.0 1382.6 0.4 1446.7 2.2 1967 1615.0 1825.0 0.0 1481.1 5.7 1951.4 1.8 1968 2066.0 1830.0 0.0 1357.9 45.2 2489.9 3.0 1969 1284.0 1825.0 0.0 1525.6 0.0 1584.3 -0.9 1970 1866.0 1825.0 0.0 1500.7 15.1 2173.2 2.0 1971 1757.0 1825.0 0.0 1476.3 5.4 2104.0 -3.7 1972 1477.0 1830.0 0.0 1375.0 0.4 1934.6 -3.0 1973 2036.0 1825.0 0.0 1426.3 15.6 2411.4 7.7 1974 3160.0 1825.0 0.0 1371.2 98.2 3508.1 7.5 1975 1831.0 1825.0 0.0 1252.9 4.5 2406.9 -8.2 1976 1963.0 1830.0 0.0 1384.0 10.2 2399.7 -0.9 1977 1663.0 1825.0 0.0 1303.1 20.0 2164.3 0.6 1978 1486.0 1825.0 0.0 1273.4 34.1 1999.7 3.7 1979 2936.0 1825.0 0.0 1338.0 77.7 3293.0 52.3 1980 1508.0 1830.0 0.0 1311.5 19.0 2036.7 -29.2

1981 1790.0 1825.0 0.0 1244.5 1.3 2399.6 -30.4 1982 1103.0 1825.0 0.0 1470.9 8.8 1451.3 -3.0 1983 1320.0 1825.0 0.0 1282.8 0.0 1856.3 5.9 1984 941.0 1830.0 0.0 1357.7 0.0 1419.8 -6.5 1985 1589.0 1825.0 0.0 1354.6 1.2 2050.7 7.5 1986 1153.0 1825.0 0.0 1420.7 0.0 1598.4 -41.2 1987 1101.0 1825.0 0.0 1535.2 0.0 1336.5 54.3 1988 2401.0 1830.0 0.0 1384.3 15.1 2842.0 -10.4 1989 1948.0 1825.0 0.0 1245.9 0.0 2539.7 -12.6 1990 2597.0 1825.0 0.0 1426.0 124.3 2806.1 65.6 1991 2466.0 1825.0 0.0 1444.2 85.4 2820.4 -59.0 1992 984.0 1830.0 0.0 1363.2 20.2 1425.9 4.6 1993 1463.0 1825.0 0.0 1540.3 24.0 1726.1 -2.4 1994 1171.0 1825.0 0.0 1600.6 0.0 1402.4 -7.0 1995 958.0 1825.0 0.0 1372.7 0.0 1409.2 1.0 1996 1448.0 1830.0 0.0 1491.5 4.3 1780.3 1.9 1997 1154.0 1825.0 0.0 1412.7 0.0 1561.4 4.9 1998 1514.0 1825.0 0.0 1247.5 1.9 2090.1 -0.5 1999 1643.0 1825.0 0.0 1339.1 0.0 2129.6 -0.7 2000 2734.0 1830.0 0.0 1347.6 166.4 3025.3 24.7 2001 977.0 1825.0 0.0 1476.7 0.5 1332.1 -7.4 2002 791.0 1825.0 0.0 1574.7 4.3 1063.0 -26.0 2003 1191.0 1825.0 0.0 1578.3 3.4 1426.4 7.9 2004 1087.0 1830.0 0.0 1457.9 0.0 1456.9 2.1 2005 1102.0 1825.0 0.0 1420.0 5.9 1550.1 -49.0 2006 1267.0 1825.0 0.0 1446.3 1.5 1579.8 64.4 2007 1897.0 1825.0 0.0 1428.9 29.3 2279.9 -16.1 2008 1880.0 1830.0 0.0 1235.1 23.1 2451.7 0.1 2009 1724.0 1825.0 0.0 1415.0 4.6 2109.8 19.6 2010 3261.0 1825.0 0.0 1169.5 12.3 3913.2 -9.0_____________________________________________________________________________

NUTRIENT BALANCE-----------------

NITROGEN

Total N irrigated from ponds (kg/ha/year) 132.8 % of Total as ammonium 80.0Nitrogn lost by ammonia volat.(kg/ha/year) 21.2 Deep Drainage (mm/year) 2119.6Nitrogen added in irrigation (kg/ha/year) 111.5Nitrogen added in seed (kg/ha/year) 0.0Nitrogen removed by crop (kg/ha/year) 135.4Denitrification (kg/ha/year) 0.0Leached NO3-N (kg/ha/year) 1.6Change in soil organic-N (kg/ha/year) -23.6Change in soil solution NH4-N (kg/ha/year) 0.0Change in soil solution NO3-N (kg/ha/year) -2.0Change in adsorbed NH4-N (kg/ha/year) 0.0Initial soil organic-N (kg/ha) 1485.8Final soil organic-N (kg/ha) 47.6Initial soil inorganic-N (kg/ha) 120.2Final soil inorganic-N (kg/ha) 0.0Average N03-N conc in the root zone (mg/L) 0.0

Average N03-N conc below root zone (mg/L) 0.1Average N03-N conc of deep drainage (mg/L) 0.1

PHOSPHORUS

Phosphorus added in irrigatn (kg/ha/year) 90.5 % of Total as phosphate 100.0Phosphorus added in seed (kg/ha/year) 0.0Phosphorus removed by crop (kg/ha/year) 38.6Leached PO4-P (kg/ha/year) 27.4Change in dissolved PO4-P (kg/ha/year) 0.1Change in adsorbed PO4-P (kg/ha/year) 24.5Average P04-P conc in the root zone (mg/L) 1.6Average P04-P conc below root zone (mg/L) 1.4

SOIL P STORAGE LIFE

Year YearNo. Tot P stored P leached in year kg/ha kg/ha _____________________________________________________________________________ 1950 1 316.9 1.8 1951 2 387.9 0.9 1952 3 442.8 0.9 1953 4 490.5 1.7 1954 5 536.8 3.4 1955 6 581.1 3.9 1956 7 627.6 5.4 1957 8 673.4 2.6 1958 9 717.9 6.1 1959 10 766.4 4.8 1960 11 815.7 5.2 1961 12 865.3 5.0 1962 13 915.0 6.3 1963 14 958.7 9.1 1964 15 1012.1 7.1 1965 16 1060.6 6.7 1966 17 1110.5 7.9 1967 18 1159.7 12.1 1968 19 1198.8 15.3 1969 20 1242.4 12.3 1970 21 1283.6 17.3 1971 22 1321.3 18.8 1972 23 1356.5 18.5 1973 24 1390.6 25.4 1974 25 1407.9 34.2 1975 26 1441.4 28.5 1976 27 1470.0 29.3 1977 28 1491.8 27.4 1978 29 1522.4 27.6 1979 30 1534.3 42.1 1980 31 1564.3 30.0 1981 32 1582.0 38.4 1982 33 1604.9 23.9 1983 34 1635.2 33.3 1984 35 1663.2 27.4

1985 36 1676.1 39.4 1986 37 1690.0 32.7 1987 38 1712.2 28.6 1988 39 1726.2 56.0 1989 40 1714.8 52.2 1990 41 1723.2 49.8 1991 42 1714.7 48.3 1992 43 1736.6 29.7 1993 44 1745.9 36.0 1994 45 1757.8 31.3 1995 46 1774.4 33.7 1996 47 1784.3 40.1 1997 48 1786.1 37.4 1998 49 1794.3 50.3 1999 50 1788.4 50.9 2000 51 1786.4 63.4 2001 52 1779.6 30.4 2002 53 1795.7 25.1 2003 54 1807.9 34.8 2004 55 1817.9 36.9 2005 56 1816.8 37.9 2006 57 1820.4 40.4 2007 58 1815.8 54.4 2008 59 1810.4 55.2 2009 60 1806.8 48.6 2010 61 1792.2 84.8__________________________________________________________________________________________________________________________________________________________________

PLANT-----

Plant species: Tropical pasture

PLANT WATER USE

Irrigation (mm/year) 1825. Totl Irrigation Area(ha) 0.0Pan coefficient (%) 1.0Maximum crop coefficient (%) 0.8Average Plant Cover (%) 91.Average Plant Total Cover (%) 100.Average Plant Rootdepth (mm) 799.Average Plant Available Water Capacity (mm) 82.Average Plant Available Water (mm) 88.Yield produced per unit transp. (kg/ha/mm) 8.

PLANT NUTRIENT UPTAKE

Dry Matter Yield (Shoots) (kg/ha/yr) 10817.Net nitrogen removed by plant (kg/ha/yr) 135. Shoot Concn (%DM) 1.25Net phosphorus removed by plant (kg/ha/yr) 39. Shoot Concn (%DM) 0.36

AVERAGE MONTHLY GROWTH STRESS (0=no stress, 1=full stress)

Month Yield Nitr Temp Water Water kg/ha Defic Logging____________________________________________ 1 925. 0.8 0.0 0.0 0.0 2 807. 0.8 0.0 0.0 0.0 3 867. 0.8 0.0 0.0 0.0 4 797. 0.8 0.0 0.0 0.0 5 763. 0.8 0.1 0.0 0.0 6 749. 0.8 0.2 0.0 0.0 7 836. 0.8 0.3 0.0 0.0 8 948. 0.8 0.2 0.0 0.0 9 1029. 0.8 0.1 0.0 0.0 10 1057. 0.8 0.0 0.0 0.0 11 1021. 0.8 0.0 0.0 0.0 12 1016. 0.8 0.0 0.0 0.0No. of normal harvests per year 1.4_____________________________________________________________________________________

SALINITY--------

Salt tolerance - plant species: tolerant

Average EC of Irrigation Water (dS/m) 0.0 Irrigation (mm/year) 1825.4Average EC of Rainwater (dS/m x10) 0.3 Rainfall (mm/year) 1713.8Average EC of Infiltrated water (dS/m) 0.0Av. water-upt-weightd rootzone EC(dS/m s.e.) 0.0EC soil soln (FC) at base of rootzone (dS/m) 0.0 Deep Drainage (mm/year) 2119.6Reduction in Crop yield due to Salinity (%) 0.0Percentage of yrs that crop yld falls below 90% of potential because of soil salinity 0.0

Period ECrootzone ECbase Rel Yield sat ext in situ (dS/m) (dS/m) (%)____________________________________________ 1950 - 1959 0.01 0.02 100. 1951 - 1960 0.01 0.02 100. 1952 - 1961 0.01 0.02 100. 1953 - 1962 0.01 0.02 100. 1954 - 1963 0.01 0.02 100. 1955 - 1964 0.01 0.02 100. 1956 - 1965 0.01 0.02 100. 1957 - 1966 0.01 0.02 100. 1958 - 1967 0.01 0.02 100. 1959 - 1968 0.01 0.02 100. 1960 - 1969 0.01 0.02 100. 1961 - 1970 0.01 0.02 100. 1962 - 1971 0.01 0.02 100. 1963 - 1972 0.01 0.02 100. 1964 - 1973 0.01 0.02 100.

1965 - 1974 0.01 0.02 100. 1966 - 1975 0.01 0.02 100. 1967 - 1976 0.01 0.02 100. 1968 - 1977 0.01 0.02 100. 1969 - 1978 0.01 0.02 100. 1970 - 1979 0.01 0.02 100. 1971 - 1980 0.01 0.02 100. 1972 - 1981 0.01 0.02 100. 1973 - 1982 0.01 0.02 100. 1974 - 1983 0.01 0.02 100. 1975 - 1984 0.01 0.02 100. 1976 - 1985 0.01 0.02 100. 1977 - 1986 0.01 0.02 100. 1978 - 1987 0.01 0.02 100. 1979 - 1988 0.01 0.02 100. 1980 - 1989 0.01 0.02 100. 1981 - 1990 0.01 0.02 100. 1982 - 1991 0.01 0.02 100. 1983 - 1992 0.01 0.02 100. 1984 - 1993 0.01 0.02 100. 1985 - 1994 0.01 0.02 100. 1986 - 1995 0.01 0.02 100. 1987 - 1996 0.01 0.02 100. 1988 - 1997 0.01 0.02 100. 1989 - 1998 0.01 0.02 100. 1990 - 1999 0.01 0.02 100. 1991 - 2000 0.01 0.02 100. 1992 - 2001 0.01 0.02 100. 1993 - 2002 0.01 0.02 100. 1994 - 2003 0.01 0.02 100. 1995 - 2004 0.01 0.02 100. 1996 - 2005 0.01 0.02 100. 1997 - 2006 0.01 0.02 100. 1998 - 2007 0.01 0.02 100. 1999 - 2008 0.01 0.02 100. 2000 - 2009 0.01 0.02 100. 2001 - 2010 0.01 0.02 100._____________________________________________________________________________________

GROUNDWATER************

Average Groundwater Recharge (m3/day) 1.5Average Nitrate-N Conc of Recharge (mg/L) 0.1

Thickness of the Aquifer (m) 10.0Distance (m) from Irrigation Area to where Nitrate-N Conc in Groundwater is Calculated 22.0

Concentration of NITRATE-N in Groundwater (mg/L)----------------------------------------------

Year Depth Below Water Table Surface 0.0 m 5.0 m 9.0 m

____________________________________________ 1954 0.0 0.0 0.0 1959 0.0 0.0 0.0 1964 0.0 0.0 0.0 1969 0.0 0.0 0.0 1974 0.0 0.0 0.0 1979 0.0 0.0 0.0 1984 0.0 0.0 0.0 1989 0.0 0.0 0.0 1994 0.0 0.0 0.0 1999 0.0 0.0 0.0 2004 0.0 0.0 0.0 2009 0.0 0.0 0.0Last 2010 0.0 0.0 0.0_____________________________________________________________________________________

ACKNOWLEDGMENTS***************This run brought to you courtesy of:

MEDLIEXE.EXE : 1300468 bytes Fri Mar 12 10:26:56 1999

CRCPROJ.EXE : 1286656 bytes Wed Apr 28 15:18:26 1999

GRAPHS.EXE : 439296 bytes Fri Dec 11 12:28:08 1998

__________________________________________OTHER INDUSTRY INPUT PARAMETERS - DATA SUMMARY

Nature of Industry: STP wastestream__________________________________________ 1 file(s) copied

AE1118LR DEHP Mackay September 2012 MG/js

ATTACHMENT

B

OZZI KLEEN DOCUMENTATION

X:\Specifications~Brochures\General\Effluent Standards Spec.doc

Typical Raw Sewage Standard Parameter Sewage Characteristics Wastewater hydraulic flow convention

EP (equivalent persons) rated at 200 l/person/day

BOD5 350 mg/litre or 70 g/day/person Suspended Solids 350 mg/litre or 70 g/day/person Total Nitrogen 75 mg/litre or 15 g/day/person Total Phosphorous 12.5 mg/litre or 2.5 g/day/person Total grease and oils 75 mg/litre

For restaurant applications, a grease trap must be fitted upstream of the treatment plant to remove grease and oils.

pH 6 ≤ pH ≤ 8.5 Wastewater temperature range

10°C to 40°C

Typical Effluent Standards for Sewage Treatment Plants

Parameter

Primary Effluent Characteristics

[mg/litre]

Secondary Effluent Characteristics

[mg/litre]

Advanced Secondary Effluent Characteristics

[mg/litre] BOD5 120 - 240 ≤ 20 ≤ 10 Suspended Solids 65 – 180 ≤ 30 ≤ 10 Total Nitrogen 36 – 45 ≤ 30 ≤ 10 Total Phosphorous 6 - 10 ≤ 10 ≤ 5 Thermotolerant Coliforms N/A ≤ 10 colonies per 100 ml

(median value) ≤ 10 colonies per 100 ml

(median value) Residual Chlorine N/A 0.5 ≤ Chlorine ≤ 2.0 0.5 ≤ Chlorine ≤ 2.0 Notes: • Primary Effluent is typical of effluent from a septic tank anaerobic system. • Secondary Effluent is typical of effluent from an aerobic wastewater treatment system. • Advanced Secondary Effluent is typical of effluent from an aerobic wastewater treatment system with biological nutrient

removal.

RP10RP10A

R

CONGRATULATIONS

We would like to thank you for investing in an Ozzi Kleen package sewage treatment plant.

An Ozzi Kleen treatment plant consists of a single tank using a cyclic aerobic biological treatment process, designed to take all of your household wastewater; i.e. toilets, bathrooms, kitchen and laundry. The effluent is then disinfected and may be reused on your garden.

Consider your Ozzi Kleen treatment plant as a small farm of micro-organisms consuming the waste that is discharged into it. Normal household wastewater will be biologically treated to produce high quality treated water which may be reused.

Suncoast Waste Water Management specialise in domestic and commercial waste water solutions.

Page 1

Document No: P002Revision: LRevision Date: 08/08/2008

TABLE OF CONTENTS Interpretation......................................................................................................... 3 Statement .............................................................................................................. 3 Models Available................................................................................................... 3 Manufacturer’s Warranty..................................................................................... 4 Installation Instructions....................................................................................... 5 Plumber’s Installation Certificate........................................................................ 7 Electrical Requirements....................................................................................... 8 How the Ozzi Kleen Treatment Plant Works....................................................... 10 Operating Instructions....................................................................................... 12 Vacation of Premises ......................................................................................... 14 Treatment Plant Servicing ................................................................................. 14 Troubleshooting Guide...................................................................................... 15 Specifications ..................................................................................................... 17 System Drawing.................................................................................................. 18 Safety Information.............................................................................................. 19

Page 2

Optional Rapid Sand Filtration System Operating Instructions................... 19


INTERPRETATION

(i) 'Manufacturer' includes Neatport Pty. Ltd. A.C.N. 063 770 534 trading as Suncoast Waste Water Management.

(ii) 'Purchaser/Owner' shall mean the registered proprietor of the property where the Ozzi Kleen Sewage treatment plant has been installed.

STATEMENT

We, the manufacturer of the OZZI KLEEN sewage treatment systems, confirm that our treatment plants meet the requirements of the State Regulatory Authorities.

This equipment is covered under a manufacturer's warranty as per the warranty conditions on page 4 of the Owner's Manual.

This system has been designed to treat normal household sewage to the required standards as set by the State Regulatory Authorities. This also precludes any use of garbage grinders connected to the system.

The wastewater discharged to the system should not contain foreign matter such as: disposable nappies, tampons, sanitary napkins, condoms, plastics, paint, thinners, contents of a portable chemical toilet, or waste from garbage grinders, etc. The wastewater should not contain excessive amounts of harsh cleaners, disinfectants, fats, oils or grease.

This manual is for owners of the OZZI KLEEN system, which describes the proper function of the treatment plant, operating and maintenance responsibilities of the Owner and authorised personnel, and any service-related obligations of the Manufacturer.

MODELS AVAILABLE

RP10 (Standard)RP10A (Advanced - Nutrient Removal)

OptionalSand Filtration (Effluent Polishing)U.V. Disinfection

Page 3


OZZI KLEEN MANUFACTURER'S WARRANTY

Warranty is subject to the return of a signed PLUMBER'S INSTALLATION CERTIFICATE.This Certificate is to be filled out and returned to the manufacturer as part of the Owner's Warranty Registration.

1. Suncoast Waste Water Management warrants to the original purchaser that all equipment manufactured by Suncoast Waste Water Management is free from defect in material and construction at the time of despatch from the premises of Suncoast Waste Water Management.

2. This warranty is a return to base warranty which means the item must be returned to the manufacturer for repair. An exchange unit may be provided in this case. If replacement or service under this warranty policy is required and distance prevents you calling personally, forward your product freight prepaid to your nearest Service Provider.

3. This warranty does not extend to any claim made after a fixed period from the date of purchase for the following equipment:� Air Blower 24 months� Effluent Pump 24 months� Electrical components 12 months� Electronic Control Box 12 months� Main Tank 15 years

4. All claims for warranty must be done through the retailer or supplier from whom the product was purchased. Proof of purchase must be supplied.

5. Any claim made in relation to this warranty is limited to the cost of replacement or repair of the equipment or such parts thereof claim defective.

.6. In the case of ancillary parts not manufactured by Suncoast Waste Water Management such as pumps, motors, starters, switches etc.,

the guarantee or warranty extended to the purchaser will be limited to the guarantee or warranty available from the manufacturer of that part.

7. This warranty is valid only when the equipment has been used in a normal manner and in accordance with the Owner's Manual and serviced by a duly authorised Ozzi Kleen Service Provider every 3 months.

8. This warranty does not cover any equipment that has been improperly installed, misused, neglected, damaged in transport, repaired without the authorisation of Suncoast Waste Water Management or altered in any way from its original condition at the date of purchase.

9. Adverse operating conditions beyond the control of Suncoast Waste Water Management such as improper voltage, water pressure, excessive ambient temperature, water damage, flooding, or any condition that adversely affects the performance or life of the equipment will render this warranty null and void.

10. Any costs incurred to repair a unit that is not covered by warranty will be passed on to the consumer including costs incurred to remove the faulty unit and replace with an exchange unit. Suncoast Waste Water Management is not responsible for any costs for goods not covered by this warranty.

11. Warranty work will not be performed until the customer has accepted the price quoted for the service call. Suncoast Waste Water Management will designate a minimum charge.

Warranty does not cover:

� Cleaning sprinklers of any blockages or damage to equipment caused by not clearing blockages.� Any operational problems due to extraneous matter, fats or chemical spills in the sewage.� Any parts broken or stolen from within the system due to transport or installation or misuse by any unauthorised persons.� Any changes that are made to the treatment plant system from the original manufacture that is not

approved by the manufacturer including components that maybe modified removed or replaced that alters the treatment processes.

� Service Provider's time for replacement of any faulty parts or cleaning out of treatment system.� Service Provider's travel expenses (vehicle and travel time).� Service callout costs.� No warranty if the system has been used as an external power supply for other electrical appliances.� No warranty if the seal on the control box has been broken.

Page 4


INSTALLATION INSTRUCTIONS

* Extract from Installation Manual - supplied with system, found in motor box.

PLUMBER'S INSTALLATION INSTRUCTIONS

� A hole for installation will have to be excavated approximately 2.5 m across and 2.4 m deep with a sound base.

� A layer of bedding sand is required (refer to drawing).� If the hole is over excavated, extra bedding sand will be required.� A normal installation of the treatment plant will locate the level of the sewer invert at 700 mm

below natural ground level and 1600 mm above the sand base.

1. Install the treatment plant so that the tank is located central in the excavated hole with no less than 250 mm to the nearest side. Ensure that the backfill is placed evenly around the tank (see drawing).

If the system is placed unevenly in the hole so that the tank is near to touching a side of the hole this will not allow for even backfill and cause tank instability and will have to be rectified by the installer.

2. Install the treatment plant so that the base of the green motor box is no less than 50 mm above the natural ground level to avoid surface water entry.

If the system is installed too low it will have to be rectified by the installer.

3. The Ozzi Kleen treatment plant is to be completely filled with water (approximately 4,500 litres) or up to the sewer inlet before any backfill is placed around the tank. All compartments including sludge waste and effluent compartments must be filled.

Failure to do so will cause tank instability and any deflection to the tank will have to be rectified by the installer.

4. The system is to be installed in a position where local storm water flooding and ponding around the tank will not occur.

If the system is installed in a watercourse or a flood prone area the system will have to be relocated by the installer.

5. Landscaping or the importation of topsoil that is placed around the system after it is installed, which would cause the tank to be too low in the ground is to be avoided.

Imported topsoil that may be placed on the system after the installation will be the responsibility of the installer or owner.

6. When installing the system underneath a building ensures that there is sufficient head room for servicing.

A minimum of 1200 mm head room is needed for the service removal of some parts and retrieving of water samples at time of service.

Page 5


IMPORTANT: TANK IS TO BE CENTRALLY LOCATED IN THE EXCAVATED HOLE WITH NO LESS THAN 250 mm CLEARANCE AT THE NEAREST POINT.

GROUND LEVEL

DO NOT BURY TANK

BELOW THIS LEVELEFFLUENT

DISCHARGE

MINIMUM

WATER LEVEL SEWER INLET

100 mm

BEDDING SAND

16

00

mm

70

0 m

m

POWER

CONNECTION

SEWER INLET

EFFLUENT

DISCHARGE

250 mm

250 mm

MINIMUM

CLEARANCE

EDGE OF HOLE

HOLE EXCAVATION NO LESS THAN 2.5 m APPROX

TANK 1

TANK 2

MAIN TANK

TANK 1TANK 2MAIN TANK

24

00

mm

HOLE EXCAVATION NO LESS THAN 2.5 m APPROX

Top View

Side View

IMPORTANT: FILL TANKS 1 & 2 FOLLOWED BY MAIN TANK WITH WATER, (APPROXIMATELY 4,500 LITRES) PRIOR TO BACKFILLING.

INSTALLATION INSTRUCTIONS (continued)

Page 6


PLUMBER'S INSTALLATION CERTIFICATE

The Ozzi Kleen System must be installed as per the following instructions. This form is to be filled out and returned to the manufacturer or their agent as part of the Owner's warranty registration.

PLEASE TICK ALL THE BOXES DURING THE INSTALLATION

1. Excavate hole - 2.5 m diameter and approximately 2.4 m deep

2. Place a layer of bedding sand in the hole

3. Check depth from sand bed to natural ground level no greater than 2300 mm

4. Check depth from sewer invert to bedding sand no greater than 1600 mm

5. Check depth of sewer invert to natural ground level no greater than 700 mm

6. Check that motor box hinges are at least 50 mm above the natural ground level

7. Fill tanks 1 & 2 followed by main tank to sewer inlet with water (approximately 4,500 litres)

8. Connect sewer piping to the sewer inlet

9. Backfill around tank with clean earth only, (free from large lumps of clay, stones, bricks, foreign objects, or dumped rubbish from other trades persons)

10. The irrigation system could be of several different formats, check for Council requirements

INSTALLATION CERTIFICATION

The Ozzi Kleen system has been installed according to the above procedures by an approved installer.

OZZI KLEEN SERIAL No:

NAME OF INSTALLER:

INSTALLER'S LICENCE No:

INSTALLER'S SIGNATURE:

DATE OF INSTALLATION:

LOCATION OF INSTALLATION:

Page 7


ELECTRICAL REQUIREMENTS

INSTALLATION OF POWER TO THIS UNIT MUST BE PERFORMED BY A LICENCED ELECTRICAL CONTRACTOR IN ACCORDANCE WITH THE CURRENT ELECTRICITY ACT.� The power supply to the treatment plant is a single-phase service and should be wired in

2.5mm cable.� The alarm circuit is supplied from the control board and is 24 V DC. As the alarm cables

are run with the supply cables to the plant, they must be rated for 240 V but may be 1mm cable.

� The maximum power consumption of the treatment plant is approximately 800 Watts.� The air compressor is rated at 100 Watts.� The effluent pump is rated at up to 750 Watts.� The power supply to the system should come direct from the meter board and be protected

by a 10A RCD (Residual Current Device) and surge protection. The main power point may be considered for general use, therefore it must be RCD protected. It is recommended that the system be connected to an individual dedicated electrical circuit.

� The alarm mute switch and alarm lights are on a common switch plate, which is to be mounted in the Owner's house at an appropriate point. (The switch plate is found in the green motor box).

� There are 3 alarms available, all of which are activated via the 4 core alarm cable. The alarm connections are not polarity sensitive and must be connected correctly.

� Cabling between the dwelling and treatment plant should be installed using adequate protection/conduit. 2 cables will be required - 3 core for power supply and 4 core for alarm circuit.

� The Alarm Connections

Alarm Wire Colours Alarm Plate ConnectionsRed Terminal Strip on Alarm PanelYellow Common on Mute SwitchBlue Loop on Mute SwitchGreen 1 on Mute Switch


RedTerminal stripAlarm light

Green1 terminalBuzzer mute

Blue Loop terminalO V DC

Yellow Common terminalBuzzer

Green - Buzzer mute

Yellow - Buzzer

Blue - O V DC

Red - Alarm light

ELECTRICAL REQUIREMENTS (cont)

The power supply cable is brought into the treatment plant through the side of the square tank turret at the top of the tank, referred to as the access manhole, and up through the floor of the motor box housed in the flexible conduit provided. The 240 V supply is to be connected to the main power outlet inside the motor box. The low voltage alarm wires are to be connected to the terminals inside the small round junction box below the main power outlet. The external electrical conduit to the system is to be 25mm.

Note: The motor compartment on the top of the treatment plant is on a hinged lid and the wiring to this compartment passes through a flexible conduit provided. No external conduit or rigid conduit is to be fastened to the outside of the motor box. If extra flexible conduit is used for wire connection to the system, ensure that there is sufficient length to allow for the tilting of the motor box when it is opened.

The power supply cable is to be connected to the weatherproof outlet provided and alarm cable to be connected to the terminal strip inside the PVC junction box provided. No other connections are required. High voltage and low voltage wires can share a common conduit providing the insulation on the low voltage wires are equal to the high voltage wires.

Page 9


HOW THE OZZI KLEEN TREATMENT PLANT WORKS

OZZI KLEEN works with a cycled aeration process which consists of a single tank designed to accept and treat all the household sewage; i.e. sewage from toilets, bathrooms, kitchen and laundry. The process is similar to the tried and tested method used in municipal treatment plants. The waste products in the sewage are completely consumed by naturally occurring bacteria in the oxygen-rich environment in the aeration tank. The system treats the organic waste to produce treated water of a high standard.

The cycled aeration system process consists of three main cycles, i.e:

Aeration CycleThe incoming sewage is aerated and oxygenated with air supplied by the air blower. As aeration takes place, an aerobic environment is provided for micro-organisms. These organisms grow and establish an “activated sludge”. The activated sludge will oxidise the organic waste as long as a balance between the air feed and the organic/hydraulic load is maintained.

Settling CycleAfter the aeration cycle, aeration ceases for approximately 30 minutes, allowing the activated sludge to settle to the bottom of the aeration tank. A layer of clear water is then formed at the top of the aeration tank.

Decanting CycleAfter a predetermined settling period, a decanting operation takes place. The decanter device draws off effluent from the top of the aeration tank. The decanting cycle continues until either the liquid level in the tank reaches the minimum level, or the process timer puts the system back into the aeration cycle, which in turn stops the decanting cycle.

While decanting, the effluent is chlorinated and stored in the effluent holding tank for a short period to ensure disinfection of pathogenic organisms prior to discharge. When the liquid level is sufficient, the effluent pump will pump out the disinfected effluent (through the Sand Filter, if fitted) to the irrigation area. This water is then used for irrigating lawns and gardens, etc.

Optional Sand FiltrationIf a sand filter is fitted to the system, the chlorinated effluent is pumped from the effluent holding tank through the sand filter. The sand filter operates under pressure, which is normally around 80 kPa. If the operating pressure goes higher than this, it could indicate that the filter needs a backwash.

The sand filter should only need a backwash at the time of each service every three months. In some circumstances, backwashing may be required more frequently.

When the filter is backwashed the dirty water is recycled back to the inlet of the treatment plant.

Advanced Nutrient Removal RP10ANutrient removal is achieved by chemical dosing and is checked by the Service Provider at each treatment plant service.

Page 10


HOW THE OZZI KLEEN TREATMENT PLANT WORKS (continued)

Inhouse Remote Alarm PanelThe alarm panel’s primary purpose is to indicate a high water alarm, low air alarm or power failure. When the alarm light is on continually this indicates there is power to the system and the system is healthy. If the alarm light is not on this would indicate that there is no power to the system. If the buzzer is muted the light will still indicate an alarm.

High Water AlarmIf the alarm light flashes fast (every ½ sec) this indicates that there is a high water alarm.

Low Air AlarmIf the alarm flashes slow (every 3sec) this indicates that there is a low air alarm.

Buzzer Mute FunctionThe buzzer mute function is activated when the alarm is on and the mute button is pressed on the alarm panel. Once the mute button has been pressed the buzzer will be muted for 10 hours or until the reset button on the OK 1 controller has been pressed.

Page 11


OPERATING INSTRUCTIONS

The treatment plant has to be commissioned to ensure that the system is set up correctly and is operating and ready for use. The system must not be used until it is fully commissioned. The Service Provider or duly authorised personnel will carry out commissioning.

The Ozzi Kleen treatment plant should operate normally and may require a few simple regular checks that should be performed.

� Check that the irrigation system is working properly (if sprinklers are fitted). Check and clean regularly, making sure they are operating. This may be a weekly occurrence.

� The chlorine tablets supplied should be sufficient for the period between services. Normally two kilograms of chlorine is placed in the system at each service. If the tablets have been consumed before the next service, more chlorine tablets will have to be added. Contact the Service Provider for replacement tablets, or obtain your own from a local supermarket or pool shop (jumbo pool chlorine tablets).

� Keep the area around the treatment plant in a clean state, to avoid any damage to the treatment plant from fires, vehicular traffic etc.

� The ground level around the irrigation outlet pipe may subside, causing a load on the pipe. Please ensure that the pipe is not pulled out of the tank by soil movement.

DON'TS: For your own convenience there are a number of DON'TS that you should be made aware of:

Do not discharge any items to the treatment plant that cannot be biologically broken down or are not a source of food for the micro-organisms i.e:

� Disposable nappies, tampons, sanitary napkins, condoms, plastics, paint, thinners, contents of a portable chemical toilet, or any other foreign matter.

� Large quantities of harsh cleaners, disinfectants, or any other substances or poisons that would be harmful to your system's ecology. Preferably use bio-degradable products as this will also help the environment).

� Excessive amounts of fats, oils or grease, as this may cause problems within the biological treatment process. Fats have a calorific value of over 5,700 times that of normal sewage.

� Food scraps or the use of a garbage grinder, as this will increase the biological load on the system and could cause overloading.

As the owner of your treatment plant, it is to your advantage to understand the operating principles of the system and be observant as to what is happening from day to day. Look after your treatment plant and it will serve you well.

Page 12


OPERATING INSTRUCTIONS (continued)

Note:� If the Treatment Plant process has been disinfected, power disconnected or any of

the above “Don'ts” put into the system, charges may apply for the Service Provider to rectify the problem.

� The Treatment Plant is never to be emptied without prior consent by the Manufacturer /Service Provider.

� Unplug Air Compressor before tilting motor box to avoid internal damage to the Air Compressor.

� The Main Switch is to be left on at all times.

In the event of power failure, you should avoid using your household amenities in excess, as there would be no effluent pumped out and the system will overflow. Storage volume is approximately 1000 litres.

In the event of operational problems you should contact your Service Provider who will ensure that the situation is corrected after determining the fault or cause.

Foaming: Foaming may occur with a new system due to laundry suds. The system operates initially with aeration of clean water, so with the addition of soaps it can sometimes cause a foaming effect. The system requires bio-solids and this will take effect in a few days after normal household use and will overcome foaming.

This may be avoided by reducing excessive washing activity on a newly commissioned system.

As a suggestion you may wish to put a sign in your toilet room for others that do not know the type of treatment system, warning them of the items that cannot be placed in the system. It may help to provide a small bin for foreign matter, such as sanitary items.

If you are at any time renting out your property, please advise the tenants of the operating procedures.

Page 13


VACATION OF PREMISES

If you are vacating your premises for a period greater than 6 months, please contact your local authorised Ozzi Kleen Service Provider. Your Service Provider will be able to advise you of the appropriate measures to take on vacating your premises.

On your return, contact your authorised Ozzi Kleen Service Provider for re-commissioning of the system.

Page 14


TREATMENT PLANT SERVICING

The Ozzi Kleen system is to be serviced every 3 months, in accordance with State and Territory regulatory authorities. A test report is to be completed by an authorised Ozzi Kleen Service Provider on each service, and supplied to the Purchaser/Owner and Local Authority. This report outlines water quality tests performed, plant operation and condition of the irrigation area.

The Purchaser/Owner is required to enter into a twelve month maintenance agreement for the servicing of the Ozzi Kleen Sewage treatment plant. The authorised representative must inform the Owner of their obligations to maintain a service contract.

All servicing should be carried out by the authorised Ozzi Kleen Service Provider, holding a green card, or by any person or persons duly authorised in writing by the Manufacturer.

The Purchaser/Owner shall provide reasonable access to the treatment plant as necessary to carry out the regular servicing as described in this clause.

Chlorine tablets are replenished with each service.

The amount of chlorine replaced is dependant on the consumption, so that at the time of each service the chlorinator will be topped up so that there will be at least two kilograms of tablets left in the system.

If the chlorine usage is higher, there is provision to hold up to four kilograms in the system.

Sludge levels are monitored by the Service Provider, who will carry out removal of sludge if required.

Note: In the event of any service queries, please refer directly to your local authorised Ozzi Kleen Service Provider.

TROUBLESHOOTING GUIDE

Note: Check that the sprinkler system is not blocked before requesting a service call. Sprinklers must operate at all times.

The treatment plant has an audio-visual in-house alarm panel mounted inside your home. The alarm has a mute switch which can be turned off until the problem is rectified. If the alarm situation is not addressed within 10 hours, the alarm will reactivate.

In the event of any troubleshooting query, please refer directly to your local authorised Ozzi Kleen Service Provider.

Page 15


a) The plant will automatically go into settling and then decant mode. After approximately 30 minutes, the effluent pump should start and then the alarm should cancel.

b) Clear any blockages.

c) Clear any blockages.

d) Clear any blockages.

e) Pump checks:

i) Check plug and power supply.

ii) Check that float switch is free to operate in pump well.

iii) Call Service Provider.

f) Check sprinklers. Clear any blockages.

g) Backwash filter as per backwash procedure.

a) Call Service Provider.

b) Call Service Provider.

c) Call Service Provider.

d) Call Service Provider.

REMEDY

a) High sewage flow discharging into treatment plant. High wash load, draining of spa bath, etc.

b) Basket strainer blocked.

c) Decant pipe blocked.

d) Chlorinator blocked.

e) Effluent pump fails to run when pump well is full.

i) No power supply.

ii) Float switch stuck.

iii) Electrical fault in motor.

f) Blocked sprinklers.

g) (Optional) Sand filter may need backwashing.

a) Broken or damaged air lines causing low air pressure.

b) Air diffusers ruptured.

c) Faulty blower components.

d) Blower protection switch activated (Yasunaga Blower only).

CAUSE

1. High Water Alarm - buzz will sound and the LED will flash fast

OPERATION PROBLEM

2. Blower Alarm buzzer will sound and the LED will flash slow (see following

page for further details)

TROUBLESHOOTING GUIDE (continued)

Page 16


a) Always leave power on.

b) Pump out aeration tank and refill with clean water. The biomass may be killed-of by toxic chemicals discharged to the system; i.e. harsh cleaners, portable chemical toilet contents, excessive antibiotics, etc.

c) Check sprinklers. Clear any blockages. An ongoing high level alarm condition will stop the treatment process. Extended alarm periods will result in loss of treatment, causing odours.

d) Call Service Provider.

e) Call Service Provider.

f) Do not use treatment plant before commissioning. Septic, anaerobic conditions in the treatment plant will cause

REMEDY

a) Power turned off due to alarm being activated.

b) Plant biomass killed-off.

c) Blocked sprinklers causing ongoing high level alarm condition.

d) Diffusers blocked causing loss of aeration.

e) Diffuser partly ruptured causing poor aeration.

f) Plant put into use prior to commissioning.

CAUSE

3. Treatment Plant Smelling

OPERATION PROBLEM

Blower Alarm Note:Red LED will remain constant when there is power to the system and no faults.If the red alarm LED is off, this will indicate that there is no power to the system

SPECIFICATIONS

Treatment Plant Construction:Tank and components Polyethylene (MDPE)All Pipe work PVC

Electrical Equipment:Air Blower LP80HNEffluent Pump SubmersibleControls Electronic (OK1 Control Board)

Alarm System:Alarm System 24VDC Audio/VisualAlarm signal Indicator lights for High Water

Power & Blowera

Aeration Tank:Aeration tank volume 5.3 m³Residence time 46 hra

Disinfection equipment:Chlorinator Type Tablet Dispenser CassetteChlorine min contact time (max flow) 30 mina

Motor Box:Equipment Contained Air Blower, Control Board,

Decanter Solenoid Valve equipmenta

Effluent Pump:Effluent pump duty 50 litres/min @ 8 m headPump Mounting Suspended on discharge pipea

Optional Rapid Sand Filtration Equipment:Flow rate (max) 250 litre/mina

Optional Nutrient Removal Equipment:Process control ElectronicPhosphate removal process Chemical dosing / Sludge wastingA

Irrigation Equipment: Basic irrigation equipment is supplied with the treatment plant. The irrigation system could be of several different formats. Check with Local Authority requirements.

Page 17

Parameter Raw Wastewater Characteristics

Wastewater treatment capacity 10 persons EP at 200 l/person/day

Maximum hydraulic load 2,000 l/day

Biological Oxygen Demand (BOD5) 350 mg/litre or 70 g/day/person

Total Suspended Solids (TSS) 350 mg/litre or 70 g/day/person

Total grease and oils 75 mg/litre. For restaurant applications, a grease trap must be fitted

upstream of the treatment plant to remove grease and oils.

pH 6<pH<10

Wastewater temperature range 10°C to 38°C



R

SYSTEM DRAWING

SAFETY INFORMATION

Never enter any compartment of the treatment plant.There could be potential hazards from:

� Drowning in the tanks,� Asphyxiation from an oxygen depleted atmosphere within the tanks.

There are five accessible compartments:

� The motor box control compartment, which is accessible through the top lid.� The main aeration tank, which is accessible by tilting the motor box on its hinges.� The effluent tank with its pump, which is accessible through one of the large round lids.� The sludge waste tank, which is accessible through the other large round lid.� The chlorinator, which is accessible through the small round lid between the motor box

and effluent tank.

All access lids are normally secured with set screws. The Owner should ensure that they are all in place after any inspection has been carried out.

Signs indicating that the treated water is recycled and is not fit for drinking have been provided and are to be erected in the irrigation area. This is a State Regulatory Authority requirement in all areas.

The Ozzi Kleen system operates on a 240 V power supply.

The main power outlets within the motor box are intended for the use of the treatment plant equipment only. These should be kept plugged in at all times. The power outlets cannot be used for any other power appliances. Plugging anything else into these outlets will affect the systems controls.

OPTIONAL RAPID SAND FILTRATION SYSTEMOPERATING INSTRUCTIONS

The Sand Filter is a tertiary treatment process. Under normal operation, the sand filter will have to be backwashed at infrequent intervals. Backwashing will be required approximately every three months, at each treatment plant service, or more often as required. Please observe and check the sand filter regularly.

Page 19


Please contact your Ozzi Kleen Service Provider with any queries:

Manufactured by: Suncoast Waste Water Management

59 Industrial Avenue, Kunda Park, QLD, 4556

Head Office: 07 5459 4900 Sales: 07 5459 4944 Service: 07 5459 4955

Fax: 07 5456 4677 Email:

www.ozzikleen.com

[email protected]

RP10RP10A

R

Document No: RP10/10A SPEC Page 1 of 7 Rev. 3 : 17/11/2008

SPECIFICATION

for

OZZI KLEEN

Wastewater Treatment Plant

Model – RP10 & RP10A


OZZI KLEEN RP10/RP10A SECONDARY and ADVANCED SECONDARY

SEWAGE TREATMENT PLANTS Suncoast Waste Water Management has developed OZZI KLEEN a unique sewage treatment system. In this compact system, flow equalisation, biological oxidation, secondary sedimentation and biological nutrient removal occur in an aerobic treatment process. The plant performance is based on the following incoming wastewater characteristics: Parameter Raw Wastewater Characteristics Wastewater treatment capacity 10 persons EP at 200 l/person/day Maximum hydraulic load 2,000 l/day Biological Oxygen Demand (BOD5) 350 mg/litre or 70 g/day/person Total Suspended Solids (TSS) 350 mg/litre or 70 g/day/person Total Nitrogen 75 mg/litre or 15 g/day/person Total Phosphorus 12.5 mg/litre or 2.5 g/day/person Total grease and oils 75 mg/litre

For restaurant applications, a grease trap must be fitted upstream of the treatment

plant to remove grease and oils. pH 6 < pH < 10 Wastewater temperature range 10°C to 38°C

Text written in italics is for the Advanced Secondary Effluent System. The treatment plant is to be serviced at the regular interval of every three months, which will require a full service as set out in the Operating & Maintenance Manual. Additional optional equipment to the normal operation of the treatment plant provides for Phosphate removal, and Nitrogen removal through Nitrification / Denitrification. Disinfection of the effluent is achieved with chlorination or ultraviolet disinfection equipment. The treatment plant consists of the following: Aeration tank, effluent disinfection and irrigation equipment, nutrient removal processes and equipment, sludge waste and storage facility, electronic controls. The treatment plant effluent quality is designed to be within the required guidelines for secondary effluent treatment and advanced secondary effluent treatment as follows: Secondary Effluent Quality: • BOD5 < 20 mg/l • Suspended Solids < 30 mg/l • Total Nitrogen < 30 mg/l • Total Phosphorous < 10 mg/l • Thermotolerant Coliforms < 10 colonies per 100 ml – (median value)


Advanced Secondary Effluent Quality: • BOD5 < 10 mg/l • Suspended Solids < 10 mg/l • Total Nitrogen < 10 mg/l • Total Phosphorous < 5 mg/l • Thermotolerant Coliforms < 10 colonies per 100 ml – (median value) Nutrient removal is achieved with two process operations:

1. A process for Phosphate removal 2. A process for Nitrogen removal

Both of these processes take place in separate aerobic and anoxic cycles in the secondary treatment and advanced secondary treatment systems. The Ozzi Kleen treatment plant processes is described as follows: A1 Primary process Activated sludge/cyclic extended aeration A2 Aerobic and Anoxic Cycles Nitrification/denitrification A3 Precipitation Phosphate reduction B Secondary process Effluent disinfection and pumping C Waste Sludge removal Phosphate storage D Optional Sand Filtration Effluent polishing A1. A fully aerobic primary treatment process for raw sewage using the activated sludge

technology through cyclic extended aeration, where digestion and oxidation of the waste occurs through three sequential phases within the treatment cycle:

(1) An aeration phase, in which the influent/sewage is aerated by diffused air supplied

from an air blower. As aeration takes place, an ideal aerobic environment is formed for microorganisms and a humus-type activated sludge is formed. During aeration, the organic waste is digested and oxidised by the activated sludge. A balance of aeration in relation to the organic/hydraulic load is maintained for a successful treatment process.

BOD oxidation and nitrification also occurs during this phase of operation. (2) A Settling phase occurs when the aeration phase is finished, which allows a quiet

period where the biomass has time to settle. As the biomass settles, it acts as a filter blanket, trapping the waste that is in suspension. This provides for further BOD oxidation (anoxically), clarification, and denitrification. A layer of clear water is formed at the surface of the aeration tank, which is now acting as a clarifier.

(3) After a predetermined settling period, a decanting phase takes place. The decanting

equipment draws off surface water to a predetermined level. During the decanting phase, the anoxic treatment process continues, i.e. BOD oxidation, clarification and denitrification. In the decanting stage, effluent continues to be drawn off until either the liquid level in the aeration tank reaches the minimum operating level, or the electronic process-timer control sends the system back into the aeration phase, which airlocks the decanter, so ending the decanting phase.


At the end of the third phase, the treatment process is repeated again with the start of the next aeration cycle. The duration for each phase can be varied for optimum treatment.

A2. Oxidation of ammonia is the initial process for nitrification, which takes place in the aeration tank. For carbon removal and conversion of ammonia to nitrate, aerobic conditions with dissolved oxygen are maintained. Dissolved oxygen conditions in the treatment plant must be controlled properly for biological removal of carbonaceous and nitrogenous wastes to occur. During nitrification, portion of the biomass is circulated through the anoxic tank where it is mixed with the incoming sewage. The carbon present in the raw sewage associated with endogenous respiration of the microbial sludge promotes denitrification. The extent of denitrification is determined mainly by the fraction of Mixed Liquor Suspended Solids that is recycled. Conversion of nitrate to nitrogenous gases requires an established anoxic condition. A simple diagram for the denitrification process is below:

A3. Phosphate removal takes place within the mixed liquor of the aeration tank with the

addition of flocculating chemicals, which precipitates and binds the element to the activated sludge. Phosphate is removed from the process by pumping a portion of the sludge to the sludge storage tank. This process is known as sludge wasting. The chemical dosing system consists of a dosing tank and dosing pump, discharging into the aeration tank. The dosing pump runs off a timer, which is activated at the beginning of each aeration cycle. By adjusting the chemical dosing rate, phosphate removal can be controlled to achieve the desired phosphate level in the final effluent. Off-site disposal of the waste sludge should be made to a Council approved disposal site.

B. A secondary process of disinfection of effluent is with the use of chlorination equipment treating the final water before discharge. The chlorinator uses Trichlor tablets and is self-compensating for variations in flow, giving a residual chlorine level of between 0.5 to 4 mg/l.

C. Sludge wasting is the final part of the treatment process and it is also this part that deals

with the phosphate removal as mentioned in part A3.

INFLUENT SEWAGE

ANOXIC DENITRIFICATION

ZONE

AEROBIC NITRIFICATION

ZONE

EFFLUENT OUTFALL


D. An optional sand filter is used for final effluent polishing. The sand filter is a pressure-type rapid sand filter, complete with a backwash system for cleaning the filter. The discharge from the filter backwash is recycled back to the sewage inlet on the treatment plant. The body of the sand filter is made of polyethylene.

RP10 – RP10A SEWAGE TREATMENT PLANT

SPECIFICATIONS Aeration Tank:

Material of construction Polyethylene Tank volume 5000 litre Tank diameter 1900 mm Tank wall height 1900mm Minimum working volume 3460 litre Tank buffer capacity 1070 litre Sludge age 40 days Minimum residence time 54 hr

Aeration Equipment: Air blower Diaphragm compressor Air blower capacity 5.1 m³/hr FAD @ 130 mbar Air blower motor power rating 100 W Air blower sound power level 38 dB(A) Air blower control Control system timer Air diffuser type Elastox-T disc type Air diffuser: Number off 1 off

Effluent Decanting Equipment: Decanter type Floating Decanter Decanter construction PVC 32 mm piping Decanting control Timed solenoid valve

Effluent Tank: Material of construction Polyethylene Tank volume 360 litre Tank diameter 470 mm Tank wall height 2300 mm

Effluent Pumping Equipment: Effluent pump Submersible centrifugal pump Effluent pump duty 40 l/min @ 8 m head Effluent pump motor power rating 750 W

Standard Disinfection Equipment: Chlorinator type Trichlor tablet dispenser Chorine contact volume 226 litre Chlorine contact time, minimum 30 minutes


Optional UV Disinfection Equipment: System maximum flow rate 250 l/min UV lamp optical transmission, % of clear water 55% UV dose, minimum 400 J/m² Total UV lamp power 320 W

Optional Sand Filtration System: Filtration area 0.2 m² Flow rate, maximum 180 l/min Operating pressure, maximum 140 kPa Backwash system Manual

Sludge Wasting Facility: Sludge tank material of construction Polyethylene Sludge tank volume 360 litre Sludge draw-off control Timed air-lift pumping

Phosphate Reduction Equipment: Process used Chemical Precipitation Dosing pump Peristaltic 220 ml/min Chemical storage tank 9 litre Supply at maximum use 53 days Process control Electronic timer, one dose / cycle Dosing adjustment Dosing pump run time adjustment Phosphate removal mechanism Sludge wasting

Motor Box: Construction Polyethylene Location of motor box Combined blower and control box,

mounted on aeration tank Equipment contained Air blower, control panel, decanter

solenoid and optional chemical dosing equipment

Electrical Control Panel: The control panel has an electronic control system that houses the controls for the blower, the decanter, the sludge wasting system, the effluent pump and the nutrient removal equipment. The PLC control panel has a liquid crystal display that displays the plant status and allows adjustment of the control parameters. Control System Alarms: The control system has an alarm panel mounted in the house. The alarm panel has an electronic audio-visual interface, giving the following alarm signals:

Blower Loss of air pressure Effluent pump Continuous pumping in auto mode High water High water level in aeration tank Power Loss of mains power


Method of Construction and Materials: The tanks are a one-piece vessel made of polyethylene, using the roto-moulding process. As the tanks are roto-moulded in one operation, there are no seams or joins. The minor components of the plant are also made of roto-moulded polyethylene. These components are welded in place to achieve a robust corrosion proof system. Specifications for Polyethylene: Conforms to food grade requirements FDA Regulations

CFR21 Part 117.1520 Density to ASTM D1505 939 kg/m³ Tensile Strength at Yield @ 500 mm/min to ASTM D638M 18 Mpa Flexural (Young’s) Modulus to ASTM D790M 760 Mpa Vicat Softening Temperature to ASTM D1525 117°C

Technical Specifications

OZZI KLEEN Sewage Treatment Systems

Page | 2

1. DESIGN PARAMETERS

The performance of the OZZI KLEEN Sewage Treatment Plant can achieve both standard

secondary and advanced secondary effluent quality provided the incoming wastewater

parameters meet the following characteristics:

Sewage Inlet

Parameter Unit Influent Standard Advanced

Biological Oxygen Demand (BOD5)

mg/L 350 20 10

Total Suspended Solids (TSS) mg/L 350 30 10

Total Nitrogen (TN) mg/L 75 30 10

Total Phosphorus (TP) mg/L 12.5 10 5

Thermotolerant Coliforms, FC cfu/100 mL - 10 10

Chlorine Residual mg/L - 0.5 – 2.0 0.5 – 2.0

2. DESIGN PHILOSOPHY

Our designs are based on the following criteria:

Cost Effectiveness. The most economical solutions that allow a sewage treatment plant to be a robust and reliable system.

Minimised Waste Sludge Production. Extended aeration process which has a very small volume of waste sludge generated in comparison to other processes.

Effluent Quality. Utilisation of appropriate sewage treatment technology to allow high quality effluent to be achieved.

Ease of Installation. Equipment including tanks, electrical and control boards will be manufactured and prefabricated at OZZI KLEEN’s factory for easy transportation and installation of the plant. Only minor installation works and electrical connections are required on site.

Ease of Future Expansion. Designed with arrangement for future stage augmentation. The design allows for easy to add on modules required to increase the capacity with minimum disturbance to the existing treatment operating during the installation of the future stage.

Automation and Reliability. The OZZI KLEEN system is equipped with a programmable logic controller (PLC) and touch screen, providing precise, automated and reliable control of various stages of the treatment process. All major equipment such as air blowers and process pumps are in duty/standby configuration. The system requires minimum operation attendance.

3. THE OZZI KLEEN SYSTEM PROCESS

Sewage Collection and Delivery

Page | 3

A typical sewage collection and delivery system consists of a sewer system and a pump

station. The raw sewage is collected through the sewer lines and flows by gravity into the

pump station(s).

Preliminary Treatment

Screening. The screening device consists of a manual or automatic bar screen (8 mm

spacing for manual, 5 mm spacing for automatic). The raw sewage is pumped onto the bar

screen from the pump station and then drops into the balance tank.

Flow and organic loading balancing. The balance tank controls the incoming flow of raw

sewage enabling balancing of both flow and organic loading to a subsequent stage of the

process. The excess volume of incoming sewage during the peak hours will be stored in the

balance tank for treatment during low flow periods.

Secondary Treatment

After preliminary treatment, the sewage enters the secondary treatment process. Sewage

enters the aeration tank and treated in the “Bioreactor” containing a suspended growth

activated sludge using a cyclic extended aeration process with intermittent decanting. The

sewage is treated in a series of batch phases within the Bioreactor to achieve the desired

effluent quality.

The raw sewage in the balance tank is only pumped into the bioreactor during the aeration

cycle. The treatment operation in the bioreactor is automatically controlled by the PLC in a

pre-determined cycle. The treatment can be operated at different cycle times to enable

operational flexibility. For normal operation, the operation consists of the following cycles:

(1) Aeration Cycle

Sewage is pumped from the transfer pump/s in the balance tank and diverted into the

bioreactors via the flow splitting system designed to the SBR working level and mixed with

the biomass held in the aeration tank. This is aerated and oxygenated by diffused air

supplied from the air blower as influent enters the aeration tank. Aeration is provided to

meet the process oxygen demand for carbonaceous oxidation, nitrification and for mixing.

Page | 4

As aeration takes place, an ideal aerobic environment is formed for micro organisms and a

humus type activated sludge is formed. With this balanced aeration and a good healthy

activated sludge, digestion and oxidation of the organic waste occurs. A balance of aeration

in relation to the organic/hydraulic load is maintained for a good steady reliable treatment

process.

(2) Settling Cycle

Immediately after the aeration, a settling condition is created to provide solids-liquid

separation, which is a quiet period where the biomass has time to settle. As the biomass is

settling, it acts as a filter blanket trapping all the waste that is in suspension in the mixed

liquor of the aerobic biomass and settles it to the floor. This provides for further

carbonaceous oxidation (anoxically), clarification, and denitrification. A zone of clear water

is generated at the surface of the aeration tank.

(3) Decant Cycle

After a predetermined settling period the decanting cycle takes place. The floating

decanter/siphon draws off surface water to a predetermined level from an inverted pipe

manifold. During the decanting cycle the anoxic treatment denitrification process continues

as the system automatically decants treated clarified effluent. The decanting cycle

continues drawing off effluent until either the liquid level in the aeration tank reaches the

standard operation level or the electronic process control puts the system back into the

aeration cycle.

At the end of the aeration cycle which follows the decant cycle, the blower on timer starts

again causing air pressure to create an airlock in the floating decanter/siphon which stops

any flow of water and the decant cycle.

(4) Automatic Sludge Wasting and Storage

Waste sludge is pumped from the bioreactors at the beginning of each aeration cycle by

the PLC controlled sludge pumps into the sludge thickening tank. The sludge that is wasted

from the aeration tanks moves on to the sludge tank where further digestion takes place.

As sludge is settling and thickening a separation of water and sludge occurs. The

concentrated solids (waste sludge) are eventually pumped out for disposal, and the

supernatant from the sludge tank flows into a sump tank which is then pumped back to the

balance tank via a sump pump. The sludge wasting program will not need to be activated

until there is sufficient biomass which would be determined at the time of each service.

(5) Basket Strainer

Page | 5

The decanted effluent from the aeration tanks will flow through a basket strainer to

remove the scum.

(6) Chlorination

The decanted effluent from the aeration tanks will be disinfected through the chlorinator

and passes into the chlorine contact tank. Although the effluent is treated, it contains many

types of human enteric organisms that are associated with various waterborne diseases.

Disinfection can selectively destruct the disease-causing organisms in the treated effluent.

The effluent disinfection process is carried out using chlorination equipment that treats the

final water before discharge. The chlorinator uses tablet chlorine (TICA Trichloroisocyanuric

Acid) and is self-compensating for variations in flow giving a dose rate residual chlorine in

the effluent of between 0.5-to 2.0 mg/l of free chlorine prior to being delivered to the

effluent storage tank or irrigation system. A chlorine contact time (minimum 30 minutes)

during peak flow is used in the system design.

After decanting, the effluent is disinfected and stored in the chlorine contact tank for a

short period to ensure the disinfection of pathogenic organisms. Chlorination is done

through a tablet chlorinator located alongside the chlorination chamber. The bottom tablet

is submerged at all times to ensure sufficient chlorine is released during periods of low

flow. During periods of high flow the water level in the chlorinator increases and more

tablets are exposed. As these dissolve more chlorine is released in sufficient quantities to

ensure disinfection.

(7) Dissolved Oxygen Controller

The dissolved oxygen controller for dissolved oxygen (DO) monitoring and control plays an

important role in optimising the aeration process and thus saving energy. It maintains the

DO level in the aeration tank within predetermined set points optimising the treatment

such as nitrification/denitrification which reduces the air blower operation time.

Along with providing blower control, the controller will provide a continuous reading of the

dissolved oxygen level within the aeration tank for metering purposes. During maintenance

or in the event of dissolved oxygen controller failure, the control operation of the

controller can be bypassed so that the system operates in a manual cycle mode. This is

carried out by switching the “Dissolved Oxygen Meter By-pass Selector” to the “ON”

position. In this mode, the air blowers will operate continuously during the “Blower on”

cycle regardless of the dissolved oxygen levels.

Tertiary Treatment (optional)

(1) Chemical Phosphorus Removal (not used in SK series)

Page | 6

The dosing of Alum at a controlled rate is for phosphorus removal from the activated

sludge. Phosphorus removal takes place within the mixed liquor of the aeration tank with

the addition of flocculating chemicals (Aluminium Sulphate) which precipitates and binds

the element to the sludge and is removed from the treatment cycle through the exercise of

sludge wasting.

(2) Sand Filtration (not used in SK series)

Disinfected effluent from the chlorination contact tank is pumped into the sand filter via

the filter pump, and then a pressure type rapid sand filter is used for final effluent polishing

prior to delivery to the reclaimed effluent holding tank. The sand filter has a unique

automatic backwash feature. At the time of each service the discharge from the

backwashing of the filter is recycled back to the balance tank. The backwash cycle is

controlled by a pressure switch located on the sand filter head.

When the liquid level is sufficient in the effluent contact tank, the effluent pump will operate and pump out the now disinfected effluent to the storage tank or irrigation/disposal system. 4. SYSTEM CONTROLS

The OZZI KLEEN system requires precise, automated and reliable control of various stages

of the process. Recent developments in the programmable logic controller (PLC) and

computer technology have made the precise control of the process affordable and

achievable.

The PLC program allows adjustments to be made based on the flow rate through the plant.

The PLC program is capable of controlling valves, blowers, pumps and other components

essential to the production of high quality treated effluent. The plant can be operated by

communication through an optional computerised SCADA system, however all critical

equipment can be manually operated if required. A telemetry system is provided with the

PLC which consists of a modem and external aerial to send alarm messages to an appointed

mobile receiver.

5. OPERATOR TRAINING

A formal training course for the client’s staff will be carried out on-site by OZZI KLEEN’s

technical staff once the system has been commissioned.

6. SERVICE AND MAINTENANCE

OZZI KLEEN can also provide a service and maintenance plan for the sewage treatment

plant. If the OZZI KLEEN Service & Maintenance agreement is accepted, all major servicing

Page | 7

requirements will be provided by OZZI KLEEN and no additional man power or servicing will

be required from the client.

7. DOCUMENTATION

Complete installation, operating and maintenance (IOM) manual including detailed “as

built” drawings will be submitted on completion of the project as part of the package. Prior

to the final document, a draft manual will be provided to the client for approval. The

manual will include all necessary information and drawings pertaining to the design,

installation, operation and maintenance of the system.

8. MANUFACTURE AND DELIVERY

All treatment plant components are manufactured and assembled at our factory for easy

transportation and connection on site.

9. QUALITY SYSTEM

OZZI KLEEN operates under an internal Quality Management System. A separate quality

management document policy can be provided if required using checkpoints and sign off

sheets as manufacturing progresses.

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