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‘ON‐SITE WASTEWATER MANAGEMENT REPORT’
For:
125 Eltons Rd, Silverdale, NSW
CLIENT: Rosano REFERENCE: REF‐16‐3310‐A‐2 DATE: 4 July 2016
2
Rhys Allan Starkey Simon Doberer
B.Eng (Adv)(Civil)(Hons) B. Sc (Env.)
Civil Engineer Environmental Team Leader
ENVIROTECH PTY. LTD. ENVIROTECH PTY. LTD.
COPYRIGHT © 2016
The information, including the intellectual property contained in this document is confidential and
proprietary to ENVIROTECH PTY. LTD. It may be used only by the person, company or organisation to
whom it is provided for the stated purpose for which it is provided. It must not be given to any
other person, company or organisation without the prior written approval of the Director of
ENVIROTECH PTY. LTD. ENVIROTECH PTY. LTD. reserves all legal rights and remedies in relation to
any infringement of its rights in respect of confidential information.
Document Management
Version Date Author Reviewed Author
A‐1 16/06/2016 RAS 16/06/2016 SD
A‐2 04/07/2016 RAS 04/07/2016 SD
3
TABLE OF CONTENTS
INTRODUCTION ....................................................................................................................... 4
Objective ......................................................................................................................... 4 Scope of Works ............................................................................................................... 4
DESKTOP INFORMATION ........................................................................................................... 5
SITE ASSESSMENT .................................................................................................................... 7
Site Assessment Discussion .......................................................................................... 10
SOIL ASSESSMENT .................................................................................................................. 11
Soil Assessment Discussion ........................................................................................... 13
ON‐SITE WASTEWATER MANAGEMENT SYSTEM DESIGN .............................................................. 14
Site Modifications Recommended ................................................................................ 17
RECOMMENDATIONS .............................................................................................................. 18
LIMITATIONS ............................................................................................................................ 20
…………………………………………………………………………………………
Appendix A: Site Plans
Appendix C: Nitrogen & Phosphorus Balance
Appendix D: Water Balance
Appendix E: Irrigation Descriptions & Standard Drawings
Appendix F: Operation & Maintenance Guidelines
Appendix G: Water Conservation
Appendix H: Beds & Trenches Description & Standard Drawings
Appendix O: ETA Bed Standard Drawing
Appendix T: Pressure Dosed Beds
4
INTRODUCTION
EnviroTech Pty. Ltd. has been engaged by the client to undertake an ‘onsite wastewater
management study’ at the above mentioned site address. This report presents the results of
that study.
Objective
The objective of the ‘onsite wastewater management study’ is to investigate the relevant
site, soil, public health and economic factors that can impact on the selection, location and
design of an on‐site wastewater management system to determine:
Whether or not the site is suitable for an on‐site wastewater management system
The best practical on‐site wastewater management system for the specific site and
proposed development.
This study has been prepared in accordance with:
Australian Standard AS1547: 2012”On‐site Domestic Wastewater Management”
Dept. Local Government 1998, On‐site Sewage Management for Single Households,
Relevant Council Development Control Policies
Scope of Works
The scope of works undertaken for this site evaluation included:
- Desktop Study: An initial investigation to collate relevant information about the site and
proposed development prior to the site inspection.
- Site Assessment: An on‐site inspection by an engineer or scientist to record land surface, site
features, identify potential site constraints and define the most appropriate land application
area.
- Soil Assessment: A subsoil investigation by an engineer or scientist to record the soil profile
and relevant soil properties within the land application area to determine potential soil
limitations.
- System Design: An evaluation of the expected wastewater flowrate, site and soil limitations
to select, size and position a waste treatment unit and land application system that will
provide the best practical option.
- Operation & Maintenance / Construction & Installation Guidelines
5
DESKTOP INFORMATION
Address 125 Eltons Road, SILVERDALE, NSW
Council Wollondilly Shire Council
Proposed Development
New Wastewater System for:
Existing Residence
Existing & Proposed Kennels
Intended Water Supply Source Tank water
Equivalent Population
Existing Residence ‐ Up to 8 People (4 bedroom
proposed dwelling)
Existing Kennels:
Kennel #2 ‐ 4 Enclosures (Cats) (23.6 m2)
Proposed Kennel
Kennel #7 ‐ 6 Enclosures (Dogs) (162.8 m2)
Design Wastewater Allowance Existing Residence ‐ 145 L / Person / Day
Proposed & Existing Kennels ‐ 30.3 L / min*
Design Wastewater Flowrate Existing Residence – 1,160 L / Day
Proposed & Existing Kennels ‐ 606 L / Day*
Rainfall Station 067108 – Badgerys Creek AWS
Evaporation Station 067068– Badgerys Creek McMasters F.Stn
6
*Important Note: The operating procedure of the proposed & existing kennels, as
indicated by the owners, includes the following onsite wastewater procedures:
Twice‐Daily collection of feces, old bones & uneaten food with storage to lined
and sealed containers prior to disposal via council kerb‐side garbage collection
Daily mop‐out of kennels
Daily Wash‐Out of Paved Kennels
Design wastewater allowance was determined in accordance with Hessler and Lehner
(2009) holding room wash‐down system requirements. 30.3 L/min at 550 kPa is determined
as the maximum potential flow rate and pressure at which feces will not become
aerosolised for large animals (dogs and pigs).
Maximum wash‐down time for all proposed caged areas were indicated to take a
cumulative time of 20 minutes. A daily wash‐down frequency was accommodated in the
calculation. The total daily wastewater flow rate thereby being 606 L / day.
Hessler, J & Lehner, N 2009, ‘Planning and Designing Research Animal Facilities’, American College of Laboratory
Animal Medicine, 1st Ed, Academic Press, pp. 433‐434, < http://www.sciencedirect.com/science/book/9780123695178>.
7
SITE ASSESSMENT
This following relevant site features were recorded and given a rating in terms of their
potential constraints to onsite wastewater management. The three ratings are minor
limitation, moderate limitation or major limitation. Only those site features that are rated
as being a major limitation to onsite wastewater management are further discussed in the
‘Site Assessment Discussion’.
Landform Description
The landform is described by first dividing an area into landform elements of approximately
40‐m diameter. A description of these elements is then provided. These landform elements
define the boundaries of this site assessment.
Element Slope Class Morphological Type Relative Inclination Instability Risk
1 Very Gently
Inclined Simple Slope Linear Planar Very Low
Vegetation
The vegetation is described by dividing the study area into vegetation elements. Each
vegetation element has a unique set of properties.
Element Growth Form Height Class Cover Class Structural
Formation
A Grass Low Dense Closed Grassland
Element Exposure Existing Erosion
State Type
Landform
Element (s)
A Excellent Stabilised ‐ 1
8
Overland Flow
Run‐on and run‐off potential is largely determined by slope, surface cover and soil
infiltration rate.
Landform element. Run‐on Run‐off Soil ‐ Water Status
1 Slow Slow Dry
Site & Soil Disturbance
The site assessor noted the following disturbance within the effluent application envelope:
Description:
Rocky Outcrops
The site assessor noted the following rocky‐outcrops within the effluent application
envelope:
Description: ‐
Other
None
9
Setbacks
The following setbacks from the effluent application area have been proposed after
considering Appendix R of AS1547:2012 ‘On‐site Domestic Wastewater Management’. This
Appendix provides a recent guide on how to determine setbacks distances based on site‐
specific constraints identified in this site assessment.
The constraint factors associated with each site feature (refer to Table R1) have been
qualitatively assessed using Table R2 and a suitable setback then chosen from within the
range stated in Table R1.
Primary Treatment with Subsoil Disposal
Site Feature Setback Range Constraint Factors Proposed Setback
Property Boundaries 6 ‐ 12 m LOW
6 m (downslope)
12 m (upslope)
Swimming Pools, Driveways
& Buildings 3 ‐ 6 m LOW
3 m (downslope)
6 m (upslope)
Permanent Surface Waters 100 m LOW > 100 m
Other Waters 40 m LOW 40 m
Secondary Treatment with Surface Irrigation
Site Feature Setback Range Constraint Factors Proposed Setback
Dwellings 15 m LOW 15 m
Property Boundaries &
Driveways
3 ‐ 6 m LOW
3 m (downslope)
6 m (upslope)
Swimming Pools 6 m LOW N/A
Paths & Walkways 3 m LOW 3 m
Permanent Surface Waters 100 m LOW > 100 m
Other Waters 40 m LOW 40 m
Neighbouring Orchard
(West) 20 m LOW >27 m
10
Site Assessment Discussion
A range of site features that can commonly place limitations on on‐site wastewater
management have been assessed and classified. All features have been shown to place no
major limitations to on‐site wastewater management.
11
SOIL ASSESSMENT
The location of the borehole excavated during the site inspection is shown on the attached
site plan. Physical and chemical soil properties were recorded on a soil profile log (see
attached). On each property two boreholes are performed, the first analyses soil features
listed below, and the second serves a confirmatory borehole. If soil properties found in the
two boreholes on site differ, then both samples are taken for analysis.
The following properties were recorded for each soil horizon:
‐ Horizon depth and type ‐ Mottling ‐ Colour
‐ Structural stability ‐ Groundwater depth ‐ Bedrock depth
‐ Texture ‐ pH ‐ Phosphorus Sorption
‐ Electrical Conductivity ‐ Coarse Fragments
Physical Properties
In summary, the soil profile is described below:
Soil Horizon Depth Colour Mottles Coarse
Fragments %
Texture Structure
A 200 Brown ‐ < 10 Loam Moderate
B1 900 Brown Dark Brown,
Black
< 10 Clay loam High
B2 1200 Grey Light Brown < 10 Clay Loam Moderate
Excavation terminated at: 1200 mm
Reason: Refusal at 1200 mm
Bedrock Depth: > 1200 mm
Water Table Depth: > 1200 mm
Surface Condition: Firm
Figure 1. – Bore Hole 1: Soil Sample
12
Chemical Properties
Soil samples were collected from each major soil horizon and the relevant chemical
properties are presented below:
Borehole 1
Horizon PH ECe
(μS/cm)
A 6.65 228
B1 6.02 335.4
B2 5.86 129
(Hanna Instruments, HI 98129, Ref 29713)
Phosphorus Adsorption Capacity (kg / ha): 8,393
Erodability / Erosion Hazard
Soil erodability is the susceptibility of the topsoil to detachment and transport of soil
particles. It is a characteristic of the soil surface and varies with time, soil / water status and
land use. Soil erodability classification is stated as low, moderate or high.
Erosion hazard is the susceptibility of an area of land to the prevailing agents of erosion. It is
a function of climate, soil erodability, vegetation cover and topography.
Borehole 1
Erodability Low
Erosion Hazard Slight
13
Salinity & Drainage
Salinity is the concentration of water‐soluble salts contained within a soil. Increases in soil
salinity (i.e. salinisation) can occur as a result of irrigation water raising the level of an
already saline groundwater. Management of potential salinisation problems involve
ensuring that salts introduced to the soil surface are removed (by crop uptake or subsoil
leaching) and by ensuring the irrigation area provides adequate subsoil drainage to prevent
raising of saline groundwaters into root zones.
Drainage is a statement describing the site and soil drainage that is likely to occur most of
the year. It is influenced by soil permeability, water source, landform description,
evapotranspiration, slope gradient and slope length.
The drainage of this site should be adequate for the leaching of salts and ensure the
groundwater level does not reach the root zone.
A major adverse effect of high soil salinity is the restrictive effects on plant growth.
However, for this site the soil salinity levels (as indicated by the electrical conductivity
values) are low enough that the adverse effects on plant growth will be minimal.
Soil Assessment Discussion
A range of soil properties that commonly place limitations on on‐site wastewater
management have been assessed and classified. In accordance with the Environmental and
Health Protection Guidelines all soil properties have been shown to present no major
limitations to on‐site wastewater management.
14
ON‐SITE WASTEWATER MANAGEMENT SYSTEM DESIGN
The design process adopted here involves an evaluation of the expected wastewater flow,
site limitations and soil limitations, to select, size and position a waste treatment unit and
land application system that will provide the best practical option.
Existing Residence
Wastewater Treatment:
Following certification of the existing wastewater system, this report proposes continued
use of the existing septic tank & conventional absorption trenches. In the situation that the
existing system fails, Envirotech recommends wastewater treatment using a NSW Health
accredited (or equivalent) Aerated Wastewater Treatment System (AWTS) as it will produce
a high quality effluent produced suitable for irrigation purposes
Effluent Application:
This report proposes that future effluent application be via a low‐pressure irrigation system.
EnviroTech recommends all of the following methods of irrigation (presented below as
numbered options) are suitable for installation on this site.
1. Surface Movable
2. Fixed / Semi‐fixed Surface Spray Irrigation
3. Surface Drip Irrigation
4. Subsurface Drip Irrigation
Any irrigation system must be installed within the proposed irrigation shown on the site
plan or within the ‘available irrigation envelope’ (if an envelope is shown on your site plan).
The client shall choose whichever of the following irrigation options best suits their needs.
Before choosing which type of irrigation to install, the client must first consider:
+ Appendix E (Irrigation Descriptions & Standard Drawings)
+ Appendix F (Operation & Maintenance Guidelines).
If Council prefers the client install one particular method of irrigation (i.e. only one of our
recommended options be available to the client) then consultation between client and
Council may be required.
15
Effluent Application Area Sizing
A monthly nutrient balance and water balance were modeled to determine the minimum
land application area with no wet weather storage requirements. The results were as
follows:
Proposed Design Irrigation Rate (DIR): 3.0 mm / day
Minimum Irrigation Areas:
Water
Balance
Nitrogen Balance
(Spray Irrigated on
Slashed Grass)
Nitrogen Balance
(Subsurface Irrigation
Under Mown Lawn)
Phosphorus Balance
(Spray Irrigated on Slashed
Grass)
Phosphorus Balance
(Subsurface Irrigation Under
Mown Lawn
462 m2 928 m2 352 m2 633 m2 491 m2
Note: Minimum effluent disposal area for surface irrigation in Wollondilly LGA = 1500 m2
16
Existing & Proposed Kennels
Wastewater Treatment:
Treatment System: Conventional Septic Tank with Dosing Pump
This report proposes installation of a septic tank to treat the liquid waste produced by the
kennels. The low cost primary treatment method is appropriate for canine and feline waste
processing and does not pose any major site or soil limitations. A pump is required to
distribute the effluent to the appropriate effluent application area.
Recommended Minimum Septic Tank Capacity: 3000 L (Value from AS1547)
Notes:
Septic tank capacity calculated in accordance with AS1547: 2012.
The septic tank must be designed and constructed in accordance with AS1546.1:
1998.
Land Application System: Pressure Dosed Evapotranspiration Absorption (ETA) Beds
Reasons
o Suitable for canine & feline effluent disposal
o Gently to moderately inclined land application area
o Suitable for clay‐loam soil types
o Appropriate application area located up‐hill from proposed septic tank
o Sufficient soil depth beneath ETA Beds
o Adequate space available with sufficient buffer distances
ETA Bed Sizing Calculations:
Design daily flow rate = 606 L / Day
Design Loading Rate in mm/d = 15 mm / Day (Value obtained from AS1547)
Total bed area required = 40.4 m2
Number of beds required = 1
Required Bed Width = 4 m
Required Bed Length = 10.1 m
Please refer to Appendix H for further detailed irrigation descriptions and standard
drawings.
17
Site Modifications Recommended Existing & Proposed Kennel Modifications – Wastewater / Wash‐Down Capture Infrastructure is to be installed to ensure all wash‐down and wastewater from kennel
facilities is captured and delivered to the wastewater treatment system. This includes:
Construction of kennel walls and floors with impermeable materials to ensure
containment of wash‐down / wastewater
Grading of kennel floors to ensure wash‐down / wastewater is delivered to
designated capture points
Conveyed liquid waste (e.g. by open concrete channels) is to pass through a grease
/ silt trap before entering the treatment tank to remove solids and animal hair (it is
preferable that these measures area installed at/in‐line with the collection pits at
each kennel row)
All solid wastes including animal feces, old bones & uneaten food is to be collected
and disposed of as per site Operation Guidelines before kennels are washed down
Furthermore, stormwater from kennel roofs and surface flows are to be collected and/or
diverted away from the wastewater capture, collection and dispersal systems. These
measures are to be established in a way that meets council stormwater guidelines and does
not result in soil erosion.
18
RECOMMENDATIONS
Existing Residence
- Continued use of the existing septic tank and conventional absorption trench to service
the existing residence.
If future considerations require the installation of a new wastewater treatment system (e.g.
due to current system failure), the following is advised:
- Installation of a NSW Health Accredited Aerated Wastewater Treatment System (AWTS)
with the capacity to treat the design flowrate (1,160 L/d) to a secondary treatment
standard with disinfection.
- Installation of a low‐pressure effluent irrigation system. This area shall be designated for
effluent application only.
- EnviroTech recommends all of the following irrigation types are suitable for installation
on this site:
Irrigation System Type Minimum area Required
Surface Movable Irrigation 1500 m2
Semi‐Fixed / Fixed Surface Spray 1500 m2
Subsurface Drip Irrigation 491 m2
- Before choosing which type of irrigation system to install, the client must consider:
+ Appendix E (Irrigation Descriptions & Standard Drawings)
+ Appendix F (Operation & Maintenance Guidelines).
- Once the client’s septic application has been approved, the client shall choose
whichever of the above options best suits their needs in consultation with Council.
- Further site‐specific irrigation details (for example, accurate sprinkler and distribution
line positioning within the proposed irrigation area), if required, may be determined in
consultation with your plumber / irrigation installer.
19
- Each irrigation system must be installed within the proposed land application area
shown on the site plan or within the ‘available irrigation envelope’ (if an envelope is
shown on your site plan).
Existing & Proposed Kennels
- Installation of a conventional septic tank designed and constructed in accordance with
AS1546.1: 1998 with a minimum capacity of 3000 L. This includes installation of a
dosing pump to distribute the effluent to the application location.
- Construction of a pressure dosed Evapotranspiration Absorption bed (10.1 m × 4 m) in
accordance with AS1547:2012 which shall cover a minimum designed area of 40.4 m2.
- Installation of the kennel amendments advised in the “Site Modification
Recommendations” to safely and hygienically convey the liquid waste to the designed
treatment node.
- Please refer to Appendix H for further detailed beds and trenches descriptions and
standard drawings for guidance during construction and installation.
- Each application system must be installed within the proposed land application area
shown on the site plan or within the ‘available effluent disposal envelope’ (if an
envelope is shown on your site plan).
- The ETA beds shall be maintained in accordance with the attached “Operation and
Maintenance Guidelines” (Appendix F).
- The setbacks between the proposed land application area and site features should be
adhered to.
20
LIMITATIONS
Envirotech Pty Ltd has prepared this report for the exclusive use of our client, for this
project only and for the purpose(s) described in the report. It should not be used for other
projects or by a third party. Any party so relying upon this report beyond its exclusive use
and purpose as stated above, and without the express written consent of Envirotech, does
so entirely at its own risk and without recourse to Envirotech for any loss or damage.
In preparing this report Envirotech has necessarily relied upon information provided by the
client and/or their Agents. The results provided in the report are indicative of the sub‐
surface conditions only at the specific sampling or testing locations, and then only to the
depths investigated and at the time the work was carried out. Under no circumstances can
it be considered that these findings represent the actual state of the site at all points.
Subsurface conditions can change abruptly due to variable geological processes and also as
a result of anthropogenic influences. Such changes may occur after Envirotech’s field testing
has been completed.
Envirotech's advice is based upon the conditions encountered during this investigation. The
accuracy of the advice provided by Envirotech in this report may be limited by undetected
variations in ground conditions between sampling locations. The advice may also be limited
by budget constraints imposed by others or by site accessibility.
Should any site conditions be encountered during construction that vary significantly from
those outlined and discussed in this report, Envirotech should be advised and a plan
outlining the need for potential action developed accordingly.
This report must be read in conjunction with all of the attached notes and should be kept in
its entirety without separation of individual pages or sections. Envirotech cannot be held
responsible for interpretations or conclusions made by others unless they are supported by
an expressed statement, interpretation, outcome or conclusion given in this report.
21
This report, or sections from this report, should not be used as part of a specification for a
project, without review and agreement by Envirotech. This is because this report has been
written as advice and opinion rather that instructions for construction.
QDO 035‐6 Release Date: 19/04/2016 AWTS & Irrigation Approved By: Daniel Mathew
NUTRIENT BALANCES
1) Nitrogen Balance
- Design Wastewater Flowrate (L/d): 1160
- Effluent nitrogen concentration (mg/L)1: 20
a) Surface Irrigation, perennial pasture:- Critical Total Nitrogen Loading Rate: (mg/m2/d)2: 25
- Minimum irrigation area1 (m2) 928
b) Subsurface Irrigaiton, mown lawn, clippings removed:- Critical Total Nitrogen Loading Rate: (mg/m2/d)3: 66
- Minimum irrigation area2 (m2) 352
2) Phosphorus Balance
- Design Wastewater Flowrate (L/d): 1160
- Effluent Phosphorus Concentration: (mg/L)1 10
- Phosphorus Sorption Capacity (kg/Ha) 8393
a) Surface Irrigation, perennial pasture:- Critical loading rate (mg/m2/day)2 3
Padsorbed (kg/Ha): 387
Padsorbed (kg/m2): 0.04
Puptake (slashed grass) (mg/m2)2 54750
Puptake (slashed grass) (kg/m2) 0.05475
Pgenerated (kg) 212
Irrigation area required (Pgenerated / (Padsorbed + Puptake):
- Minimum irrigation area1 (m2): 633
b) Subsurface Irrigaiton, mown lawn, clippings removed:- Critical loading rate (mg/m2/day)4 8.3
Padsorbed (kg/Ha): 2798
Padsorbed (kg/m2): 0.28
Puptake (mown grass) (mg/m2) 151475
Puptake (mown grass) (kg/m2) 0.1515
Pgenerated (kg) 212
Irrigation area required (Pgenerated / (Padsorbed + Puptake):
- Minimum irrigation area2 (m2) : 491
1: Typical AWTS Effluent Nutrient Concentrations2: Appendix 6, 'On-site Sewage Management for Single Households', (DLG, 1998)3: (240 kg/Ha/year), Appendix 1 'Designing & Installing On-site Wastewater Systems' (SCA, 2013)4: (30 kg/Ha/year), Appendix 1 'Designing & Installing On-site Wastewater Systems' (SCA, 2013)
Appendix D: WATER BALANCE / WET-WEATHER STORAGE REQUIREMENT-Nominated Area Method
Parameter Symbol Formula Units Value Weather Station: Precipitation: 067108 – Badgerys Creek AWS
Design Wastewater Flow (Q) L / day 1160 Evaporation: 067068 – Badgerys Creek McMasters F.StnDesign Soil Percolation Rate2 (SPR) mm / month 90
Nominated Irrigation Area1 (A) m2 462
Parameter Symbol Formula Units Jan Feb Mar Apr May Jun July Aug Sep Oct Nov DecDays in Month (D) days 31 28 31 30 31 30 31 31 30 31 30 31
Median Precipitation (MP) mm/month 88.0 85.6 56.4 31.2 28.4 38.1 20.0 20.1 27.9 42.9 58.8 47.6
Mean daily Evaporation (E) mm/day 5.9 5.4 4.4 3.3 2.1 1.7 1.9 2.9 4.0 4.6 5.6 6.5
Crop Factor (C) 0.7 0.7 0.7 0.6 0.5 0.5 0.4 0.5 0.6 0.7 0.7 0.7
Evapotranspiration (ET) (E x C) mm/month 128.0 105.8 95.5 59.4 32.6 23.0 23.6 40.5 66.0 92.7 117.6 141.1
Inputs Symbol Formula Units Jan Feb Mar Apr May Jun July Aug Sep Oct Nov DecMedian Precipitation (MP) mm/month 88.0 85.6 56.4 31.2 28.4 38.1 20.0 20.1 27.9 42.9 58.8 47.6
Effluent Irrigation (EI) (Q x D / A) mm/month 77.8 70.3 77.8 75.3 77.8 75.3 77.8 77.8 75.3 77.8 75.3 77.8
Inputs (I) (EI+MP) mm/month 165.8 155.9 134.2 106.5 106.2 113.4 97.8 97.9 103.2 120.7 134.1 125.4
Outputs Symbol Formula Units Jan Feb Mar Apr May Jun July Aug Sep Oct Nov DecEvapotranspiration (ET) (E x C) mm/month 128 106 95 59 33 23 24 40 66 93 118 141
Design Soil Percolation Rate2 (SPR) mm / month 90 90 90 90 90 90 90 90 90 90 90 90
Outputs (O) (ET+SPR) mm / month 218 196 185 149 123 113 114 130 156 183 208 231
Storage (I - O) -52 -40 -51 -43 -16 0 -16 -33 -53 -62 -73 -106
Cumulative Storage (M) 0 0 0 0 0 0 0 0 0 0 0 0
Storage Requirement (V) Largest M mm 0(VxA) / 1000 m3 0
1: Nominated Irrigation Area to be greater than or equal to the minimum irrigation area determined in the nutrient balances
2: Based on AS1547:2012 Design Irrigation Rates x 4.3 weeks / month
QDO 036‐0 Release Date: 10/11/2014
Balances Approved By: Daniel Mathew
APPENDIX E
Irrigation Descriptions & Standard Drawings
1. Surface Irrigation
1.1) Fixed Surface Spray Irrigation
A fixed spray irrigation system involves fixed and buried distribution lines, with a series of
fixed sprinklers. Generally, pop-ups are the preferred type of sprinkler as they allow the area
to be easily mowed without the risk of damaging sprinkler heads. The sprinklers should be
spaced so as to evenly service the entire irrigation area. They should produce a coarse droplet
to avoid spray drift, and have a plume height less than 400mm and a plume diameter of
approximately 4m.
1.2) Semi-fixed Spray Irrigation
A semi-fixed surface spray irrigation system is recommended on preference to a simple 50m
length of hose. This sort of system partially fixes the sprinklers to the irrigation are while still
preventing effluent application outside of allowable areas. A typical set up might contain the
following:
- A fixed and buried main distribution line(s) to transfer effluent from the tanks to
the nominate irrigation fields.
- A series of take-off points (stand-pipes) spaced evenly within the irrigation fields.
These take-off points may be quick release valves or any other type of vale as
desired by the owners, or recommended by an irrigation expert. At least two take-
off points should be provided per field and should be spaced at least 10m apart.
- A minimum of two flexible, moveable irrigation lines per field each having no less
than three sprinklers on each line. These lines will be connected to the take-off
points on the main line and will be easily detached and moved between the
different take-off points.
In total the irrigation system would comprise of no less than six sprinklers. The moveable
irrigation lines can be moved between the different take-off points to service different areas
as required. The lines and sprinklers should be moved regularly to ensure even and
widespread application of effluent throughout the entire irrigation area. The setup of the
main distribution line and flexible lines should be designed to ensure that the recommended
buffer distances described below are not compromised.
1.3) Surface Drip Irrigation
Surface drip irrigation involves laying pressure compensated drip lines or leaky pipe within
garden beds, and covered mulch, pine bark or other surface covering. In larger garden beds
several lines may be needed, and a series of manual or automatic switching valves should be
used to select the desired area of irrigation. The irrigation design must ensure that relatively
small areas of garden bed irrigation are not proportionally over-serviced.
The pipes and fittings shall be semi-flexible and robust (polyethylene complying with AS4130
and AS4129 are suitable. UPVC pipes and fittings and garden hoses and fittings are not
suitable).
In-line strainers (150-200 mesh) shall be provided on the pump discharge to protect pipelines
from any effluent solids carried over from the wastewater treatment unit into the irrigation
lines and to facilitate systems servicing.
Inflow of surface and seepage water on to the land application area shall be controlled or
prevented. A cut-off trench or diversion drain may be constructed, if necessary, upslope of
the land application area to divert surface water and groundwater away from the irrigation
area (see Figure 2).
A commissioning test may be carried out after all on-site components including the pump
have been installed.
For spray irrigation the test would include checking the location and coverage achieved by
the spray heads and adjusted to ensure even distribution over the design area.
The test should also involve checking the pumping main to ensure there are no leaks and air
release valve is functioning.
The presence of buried pipes shall be indicated (e.g. using underground marking tape) or
signage. Signs shall be prominently displayed with the words “Sewerage-effluent pipelines
installed below. DO NOT DIG”.
An installation and commissioning report may be prepared to include the ‘as-built’ details
following construction, the results of the construction inspections and the commissioning
process. This report would be provided to the owner of the wastewater system and to the
approval authority, if required.
2. Sub-surface Irrigation
Subsurface irrigation involves the installation of a series of parallel drip irrigation lines
serviced by a common header line.
The dripper lines (generally 13-16mm diameter) shall be spaced to provide an effective even
distribution of effluent over the whole of the design area (typically 1000mm spacing in clay
soils and 600mm in sandy soils). The effluent is discharged below the surface but within the
potential root zone of the vegetative cover (approximately 100mm below the ground
surface).
Each dripper line comprises of pressure compensated emitters that are typically spaced at
0.6-1.0m along the line. A filter, vacuum breaker valves and flushing valves are installed to
improve performance and longevity of the system.
The effluent filter (typically 150-200 mesh) should be cleaned about every two months.
Vacuum breakers with surface boxes shall be provided to prevent ingress of soil into the
irrigation lines under the effects of negative pipelines pressures. Irrigation lines should be
flushed approximately yearly according to installer’s recommendations. This should be done
during periods of fine weather when the threat of runoff is low.
The pipes and fittings shall be semi-fixed and robust (polyethylene complying with AS4130
and AS4129, or PVC Class 12 complying with as1477 are suitable for header and main pump
pipelines).
Inflow of surface seepage water onto the land application area shall be controlled or
prevented. A cut-off trench or diversion drain may be constructed, if necessary, upslope of
the land application area to divert surface water and groundwater away from the irrigation
area. (See Figure 1).
A commissioning test may be carried out after all on-site components including the pump
have been installed, but prior to covering the effluent dripper system. The test would check
the effluent dripper system to ensure water flows uniformly from all perforations, that all
flushing valves and other fittings are operating correctly and check the pumping main to
ensure there are no leaks.
An installation and commissioning report may be prepared to include the ‘as-built’ details
following construction, the results of the construction inspections and the commissioning
process. This report would be provided to the owner of the wastewater system and to the
approval authority, if required.
The irrigation area must not be subject to high traffic, to avoid compaction around emitters.
Standard Drawings SD1: Typical Irrigation Layout Overview
Note:
1. Surface-spray Irrigation (Refer to Standard Drawing SD-2)
2. Subsurface Irrigation (Refer to Standard Drawing SD-3)
3. Surface-drip Irrigation (Refer to Standard Drawing SD-2)
Standard Drawings SD2: Typical Surface-spray Irrigation
Standard Drawings SD3: Typical Subsurface Irrigation
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1. Independent Pricing and Regulation Tribunal of NSW (1996), “water Demand Management: A Framework for Option Assessment’
2. Sydney Water Demand Management Strategy, 1995
APPENDIX G
Water Conservation
Whilst this report is based on AA rate plumbing fixtures, AA rate plumbing would further
conserve limited water supplies and enhance performance of the irrigation, soil and plant
systems. Water saving devices will reduce the volume of water that needs to be applied to
the site, and thus reduce the risk of any runoff.
Using the following water saving devices, the average household’s water consumption can be
reduced from 900L to 750L per day:
- Dual flush 6/3L pan and cistern (average household savings of 93L / Day)1
- AAA rated shower heads to limit flows to 7L/min 1
- AAA rate dishwasher (not more than 19L per wash cycle) 2
- AAA rated washing machine (not more than 22L per dry kg of clothing) 2
Low phosphate, low sodium detergents are recommended to help improve the effluent
quality. Low sodium detergents ensure that the soil structure, and hence its absorption
powders is used as a filler. Therefore, in general, liquid detergents are preferred over powder.
Low phosphorus detergents ensure that optimum plant growth is maintained and that excess
phosphorus is not leached into the environment.
Bleaches, disinfectants and other cleaning compounds can harm wastewater treatment
systems, such as septic tanks, because they kill bacteria that colonise the system and help
treat wastewater. Use these products sparingly and always check that they are sage for septic
systems. Avoid oil, paint, petrol, acids, degreasers, photography chemicals, cosmetic, lotions,
pesticides and herbicides in the wastewater system. Even small amounts of these products
can harm the performance of the onsite effluent management system.
APPENDIX H
Beds & Trenches Descriptions & Standard Drawings
Absorption Trenches
Australian Standards AS1547:2012 provides design criteria that should be reviewed by the
installer. Trenches shall be constructed having a width of 600mm with a depth of 600mm,
lined with a 300mm radius half rounded plastic drain or similar. The drain shall then be
encased with a 10mm aggregate to a level of 500mm, followed by a topsoil 100m deep placed
up to the existing surface level. Trench length is normally limited to 20m in order to ensure
even distribution of effluent along their extent. An exception may occur in which the trench
is pressure dosed (e.g. by pump or dosing-syphon).
Effluent flow must be distributed evenly to the trench(es) by the use of a distribution box with
‘v’ weirs or similar. In some cases, parallel trenches ay be joined in a cascade fashion so that
overflow from one trench will flow downslope to the next.
If dosed with septic effluent, it is important that the trenches are protected from clogging by
the use of a septic outlet filter. Typical Trench configurations are depicted in Figure 1 & 2
below.
Figure 1. – Conventional Piped Trench (Source: AS1547:2012 Fig. L1)
Figure 2. – Self-Supporting Arch Trench (Source: AS1547:2012 Fig. L2)
Evapotranspiration Absorption (ETA) Beds / Trenches
Typical cross sections of an ETA land application area are depicted in Figure 3 & 4. A
qualified plumber familiar with the requirements for construction ETA beds should be
employed for building this system.
Note: An LPED line can be used to dose load ETA/ETS bed.
Figure 3. – Conventional ETA Bed/Trench Details (Source: AS1547:2012 Fig. L6)
Notes:
1. An LEPD can be used to dose load the ETA/ETS trenches.
2. Each ETA/ETS trench is constructed to disperse effluent into downslope topsoil so that plantings can provide assistance by evapotranspiration.
Figure 4. – Conventional ETA Bed/Trench Details (Source: AS1547:2012 Fig. L6)
Good Construction Techniques:
Some General Considerations to follow
1) Excavation
a) Excavation shall not damage the soil by:
- Smearing: Where the soil is smoothed; filling cracks and pores.
- Compacting: Where the soil porosity is reduced.
- Puddling: Where washed clay settles on the base of the bed to from a
relatively impermeable layer.
Note: Cohesive soils, or soils containing a significant quantity of clay, are susceptible to
damage by excavation equipment during construction.
b) The spacing between individual ETA beds shall be not less than 1000mm. Individual bed
length shall be limited to 20m. The total bed length requirement shall be dived into
approximately equal individual bed lengths.
c) Plan to excavate only when the weather is fine.
d) During wet seasons or when construction cannot be delayed until the weather becomes
fine, smeared soil surfaces may be raked to reinstate a more natural soil surface.
e) When excavating by machine, fit the bucket with ‘raker teeth’ if possible.
f) Avoid compaction by keeping people off the finished bed floor.
g) If rain is forecast, then cover any open beds to protect them from rain damage.
h) Excavate perpendicular to the line of fall or parallel to the contour of sloping ground.
i) Ensure that the bed inverts are horizontal.
2) Pipe Laying
a) A distribution box (or header) shall ensure even flow to each individual bed.
b) Effluent shall be distributed through perforate pipe laid parallel with the horizontal
bottom of the bed. The minimum internal diameter of the pipe shall be not less than
80mm.
3) Pre-Commissioning Test
A pre-commissioning test may be carried-out on pump-dosed systems after all on-site
components, including pump, have been installed but prior to backfilling the effluent-
distribution system in the bed:
Steps:
1. Fill pump to ‘pump-on’ level with potable water
2. Start pump
3. Check effluent distribution pipework to ensure water flows uniformly from all
perforations
4. Record time taken to pump from ‘pump-on’ level to the ‘pump-off’ level. This shall be
approximately 3 minutes.
5. Follow pump manufacturer’s recommendations for commissioning pump
6. Check pumping main to ensure there are no leaks and that the air-release valve is
functioning
7. Check that the high-water level alarm operates
4) ETA Bed Backfilling
After installation of pipe-work, and any pre-commissioning test undertaken, the distribution
aggregate shall be carefully placed into each bed. This is done so as to avoid damage to the
bed floor, sidewalls and the pipe-work. The ETA profile must be:
- 50mm of sand
- 200mm of ‘no fines’ gravel
- A length of subsoil perforated pipe (100mm diameter)
- A layer of non-woven geo-textile
- 200mm of sand
- 100mm of topsoil high in organic material
- Dense grassland by seeding or turfing
The finished form should be mounded in cross-section to promote runoff of incident rainfall
and to allow for settling. Surface water shall be diverted around the perimeter and upslope
of the land-application area. Rainfall shall be shed from the mounded surface of the ETA beds.
Design and Installation of On-site Wastewater Systems
147
Standard Drawing 11B – Evapotranspiration / Absorption Bed(not to scale)
Evapotranspiration / Absorption Bed Construction
Design and Installation of On-site Wastewater Systems
14
inflow and take time to regenerate once higher flows restart. This can result in poor or ineffective treatment in the meantime.
For a proposed dwelling (including dual occupancies) the design wastewater loading must be determined using the ‘Neutral or Beneficial Effect on Water Quality Assessment Guideline 2011’ (Sydney Catchment Authority, 2011) based on:
• the number of potential bedrooms (which can’t change, unlike the number of occupants)
• the nature of the water supply ie whether the dwelling uses town or bore water, or tank water
• the wastewater loading per bedroom based on the nature of the water supply.
Table 2.1 should be used to calculate the daily wastewater load for a dwelling together with any specific requirements of the relevant local council. For other developments (non-dwelling) involving wastewater, refer to the ‘Septic Tank and Collection Well Accreditation Guideline’, (NSW Health, 2001) or other reference source approved by the Sydney Catchment Authority.
Table 2.1 – Design wastewater loading calculations (for a dwelling)
Design wastewater loading for each potential bedroom Reticulated / bore water Tank water
1-2 potential bedrooms 600L/d 400 L/d 3 potential bedrooms 900L/d 600L/d 4 potential bedrooms 1200L/d 800L/d More than 4 potential bedrooms
1200L/d plus 150L for each additional bedroom
800L/d plus 100L/d for each additional bedroom
Source: NorBE Assessment Guideline (Sydney Catchment Authority, 2011). Note: the Sydney Catchment Authority adopts a conservative approach for wastewater design calculations. Water saving fixtures should be standard in all new dwellings. Determine the effluent design loading rates or design irrigation rates using the values for the identified soil description (texture and structure) in Tables L1, M1 and N1 of AS/NZS 1547:2012. Use the conservative design loading rates for septic tanks, absorption trenches and beds.
Septic tanks for residential developments must be at least 3,000 litres. Larger tank capacities must be based on design wastewater loads detailed in Table J1 in AS/NZS 1547:2012. If a spa bath is proposed as part of a development, the minimum septic tank size must be increased by 500 litres.
For greywater-only systems, use a value of 65% of the design wastewater load calculated above. Otherwise greywater systems are treated exactly the same as other wastewater systems.
Linear loading rate for beds, trenches, sand and amended soil mounds The hydraulic linear loading rate is the amount of effluent that the soil around an effluent infiltration system can carry far enough away from the infiltration surface for it to no longer influence the infiltration of additional effluent (Tyler, 2001). It must be used in conjunction with the effluent design loading rates (DLR) from AS/NZS 1547:2012. DLRs assume there is no hydraulically limiting layer beneath the base of the disposal area; the linear loading rate is designed to ensure that the effluent cannot return to the surface as it travels downslope due to the presence of a hydraulically limiting layer.
Cross Section: Evapotranspiration / Absorption (ETA) Bed
Plan View: Typical Large ETA Bed Layout (applicable only if pressure-dosed)
Plan View: Typical ETA Bed Layout
A The base of the bed must be level to ensure even distribution of effluent. It must also be scarified to overcome any smearing during excavation. Base levels should be checked with a dumpy / laser level.
B 100 mm slotted PVC pipe. C 20-40 mm distribution aggregate. D 5-10 mm aggregate. E Clean local or imported topsoil (sandy loam to loam). F Allowance for settling after backfilling. G Grass must be established across the construction area as soon as possible. Trench / bed surface should be level or
slightly mounded. H Inspection port on downhill side of the bed. Made from 50 mm PVC pipe with perforations in the aggregate level of the
bed. I Fine sand (0.1 mm). J Bed dimensions are an example only. The basal area of the land application area must be determined according to the
procedures set out in AS/NZS 1547:2012 and this Manual. The location and orientation of the area should be based on a site and soil assessment by a suitably qualified person. The system may comprise a single trench / bed or multiple smaller trenches / beds. It is essential that effluent is distributed evenly to all units on a daily basis.
K Upslope stormwater diversion drain (see Standard Drawing No.10B for design detail). Subsoil drainage may be necessary on particular sites.
L 100 mm PVC gravity dosing pipe. M Gravity splitter box to distribute effluent evenly between two to four separate trenches / beds. Should also be used to
evenly dose multiple pipework within a single trench / bed. N Gravity, siphon or pump fed effluent from treatment system. Note 1 More than two distribution pipes will be required in beds wider than 4,000 mm. Care should be taken with beds wider
than 4,000 mm to ensure a level base.
Standard Drawing 11B - Evapotranspiration / Absorption Bed (not to scale)
147
APPENDIX T - Pressure Dosed Beds Source: Design and Installing On-Site Wastewater Systems (SCA, 2012)