Embed Size (px)
Citation preview
‘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
,I \RX OLYH LQ RU UHQW D KRXVH WKDW LV QRW FRQQHFWHG
WR WKH PDLQ VHZHU WKHQ FKDQFHV DUH WKDW \RXU \DUG
FRQWDLQV DQ RQ�VLWH VHZDJH PDQDJHPHQW V\VWHP� ,I
WKLV LV WKH FDVH WKHQ \RX KDYH D VSHFLDO
UHVSRQVLELOLW\ WR HQVXUH WKDW LW LV ZRUNLQJ DV ZHOO DV
LW FDQ�
7KH DLP RI WKLV SDPSKOHW LV WR LQWURGXFH \RX WR
VRPH RI WKH PRVW SRSXODU W\SHV RI RQ�VLWH VHZDJH
PDQDJHPHQW V\VWHPV DQG SURYLGH VRPH JHQHUDO
LQIRUPDWLRQ WR KHOS \RX PDLQWDLQ \RXU V\VWHP
HIIHFWLYHO\� <RX VKRXOG ILQG RXW ZKDW W\SH RI V\VWHP
\RX KDYH DQG KRZ LW ZRUNV�
0RUH LQIRUPDWLRQ FDQ EH REWDLQHG IURP WKH
SDPSKOHWV�
<RXU 6HSWLF 6\VWHP
<RXU $HUDWHG :DVWHZDWHU 7UHDWPHQW 6\VWHP
<RXU &RPSRVWLQJ 7RLOHW
<RXU /DQG $SSOLFDWLRQ $UHD
<RX FDQ JHW D FRS\ RI WKHVH SDPSKOHWV IURP \RXU
ORFDO FRXQFLO RU WKH DGGUHVV PDUNHG RQ WKH EDFN RI
WKLV SDPSKOHW�
,W LV LPSRUWDQW WR NHHS LQ PLQG WKDW PDLQWHQDQFH
QHHGV WR EH SHUIRUPHG SURSHUO\ DQG UHJXODUO\�
3RRUO\ PDLQWDLQHG RQ�VLWH VHZDJH PDQDJHPHQW
V\VWHPV FDQ VLJQLILFDQWO\ DIIHFW \RX DQG \RXU
IDPLO\¶V KHDOWK DV ZHOO DV WKH ORFDO HQYLURQPHQW�
:KDW LV DQ RQ�VLWH VHZDJH
PDQDJHPHQW V\VWHP"
$ GRPHVWLF RQ�VLWH VHZDJH PDQDJHPHQW V\VWHP LV
PDGH XS RI YDULRXV FRPSRQHQWV ZKLFK � LI SURSHUO\
GHVLJQHG� LQVWDOOHG DQG PDLQWDLQHG � DOORZ WKH
WUHDWPHQW DQG XWLOLVDWLRQ RI ZDVWHZDWHU IURP D
KRXVH� FRPSOHWHO\ ZLWKLQ WKH ERXQGDU\ RI WKH
SURSHUW\�
:DVWHZDWHU PD\ EH EODFNZDWHU �WRLOHW ZDVWH�� RU
JUH\ZDWHU �ZDWHU IURP VKRZHUV� VLQNV� DQG ZDVKLQJ
PDFKLQHV�� RU D FRPELQDWLRQ RI ERWK�
3DUWLDO RQ�VLWH V\VWHPV � HJ� SXPS RXW DQG FRPPRQ
HIIOXHQW V\VWHPV �&(6� � DOVR H[LVW� 7KHVH XVXDOO\
LQYROYH WKH SUHOLPLQDU\ RQ�VLWH WUHDWPHQW RI
ZDVWHZDWHU LQ D VHSWLF WDQN� IROORZHG E\ FROOHFWLRQ
DQG WUDQVSRUW RI WKH WUHDWHG ZDVWHZDWHU WR DQ RII�
VLWH PDQDJHPHQW IDFLOLW\� 3XPS RXW V\VWHPV XVH
URDG WDQNHUV WR WUDQVSRUW WKH HIIOXHQW� DQG &(6 XVH
D QHWZRUN RI VPDOO GLDPHWHU SLSHV�
+RZ GRHV DQ RQ�VLWH VHZDJH
PDQDJHPHQW V\VWHP ZRUN"
)RU FRPSOHWH RQ�VLWH V\VWHPV WKHUH DUH WZR PDLQ
SURFHVVHV�
�� WUHDWPHQW RI ZDVWHZDWHU WR D FHUWDLQ VWDQGDUG
�� LWV DSSOLFDWLRQ WR D GHGLFDWHG DUHD RI ODQG�
7KH W\SH RI DSSOLFDWLRQ SHUPLWWHG GHSHQGV RQ WKH
TXDOLW\ RI WUHDWPHQW� DOWKRXJK \RX VKRXOG WU\ WR
DYRLG FRQWDFW ZLWK DOO WUHDWHG DQG XQWUHDWHG
ZDVWHZDWHU� DQG WKRURXJKO\ ZDVK DIIHFWHG DUHDV LI
FRQWDFW GRHV RFFXU�
7UHDWPHQW DQG DSSOLFDWLRQ FDQ EH FDUULHG RXW XVLQJ
YDULRXV PHWKRGV�
6HSWLF 7DQN
6HSWLF WDQNV WUHDW ERWK JUH\ZDWHU DQG EODFNZDWHU�
EXW WKH\ SURYLGH RQO\ OLPLWHG WUHDWPHQW WKURXJK WKH
VHWWOLQJ RI VROLGV DQG WKH IORWDWLRQ RI IDWV DQG
JUHDVHV� %DFWHULD LQ WKH WDQN EUHDN GRZQ WKH VROLGV
RYHU D SHULRG RI WLPH� :DVWHZDWHU WKDW KDV EHHQ
WUHDWHG LQ D VHSWLF WDQN FDQ RQO\ EH DSSOLHG WR ODQG
WKURXJK D FRYHUHG VRLO DEVRUSWLRQ V\VWHP� DV WKH
HIIOXHQW LV VWLOO WRR FRQWDPLQDWHG IRU DERYH JURXQG
RU QHDU VXUIDFH LUULJDWLRQ�
$:76
$HUDWHG ZDVWHZDWHU WUHDWPHQW V\VWHPV �$:76�
WUHDW DOO KRXVHKROG ZDVWHZDWHU DQG KDYH VHYHUDO
WUHDWPHQW FRPSDUWPHQWV� 7KH ILUVW LV OLNH D VHSWLF
WDQN� EXW LQ WKH VHFRQG FRPSDUWPHQW DLU LV PL[HG
ZLWK WKH ZDVWHZDWHU WR DVVLVW EDFWHULD WR EUHDN
GRZQ VROLGV� $ WKLUG FRPSDUWPHQW DOORZV VHWWOLQJ RI
PRUH VROLGV DQG D ILQDO FKORULQDWLRQ FRQWDFW FKDPEHU
DOORZV GLVLQIHFWLRQ� 6RPH $:76 DUH FRQVWUXFWHG
ZLWK DOO WKH FRPSDUWPHQWV LQVLGH D VLQJOH WDQN� 7KH
HIIOXHQW SURGXFHG PD\ EH VXUIDFH RU VXE�VXUIDFH
LUULJDWHG LQ D GHGLFDWHG DUHD�
&RPSRVWLQJ 7RLOHWV
&RPSRVWLQJ WRLOHWV FROOHFW DQG WUHDW WRLOHW ZDVWH
RQO\� :DWHU IURP WKH VKRZHU� VLQNV DQG WKH ZDVKLQJ
PDFKLQH QHHGV WR EH WUHDWHG VHSDUDWHO\ �IRU
H[DPSOH LQ D VHSWLF WDQN RU $:76 DV DERYH�� 7KH
FRPSRVW SURGXFHG E\ D FRPSRVWLQJ WRLOHW KDV
VSHFLDO UHTXLUHPHQWV EXW LV XVXDOO\ EXULHG RQ�VLWH�
7KHVH DUH MXVW VRPH RI WKH WUHDWPHQW DQG
DSSOLFDWLRQ PHWKRGV DYDLODEOH� DQG WKHUH DUH PDQ\
RWKHU W\SHV VXFK DV VDQG ILOWHU EHGV� ZHWODQGV� DQG
DPHQGHG HDUWK PRXQGV� <RXU ORFDO FRXQFLO RU WKH
16: 'HSDUWPHQW RI +HDOWK KDYH PRUH LQIRUPDWLRQ
RQ WKHVH V\VWHPV LI \RX QHHG LW�
5HJXODWLRQV DQG UHFRPPHQGDWLRQV
7KH 16: 'HSDUWPHQW RI +HDOWK GHWHUPLQHV WKH
GHVLJQ DQG VWUXFWXUDO UHTXLUHPHQWV IRU WUHDWPHQW
V\VWHPV IRU VLQJOH KRXVHKROGV� /RFDO FRXQFLOV DUH
SULPDULO\ UHVSRQVLEOH IRU DSSURYLQJ WKH LQVWDOODWLRQ
RI VPDOOHU GRPHVWLF VHSWLF WDQN V\VWHPV�
FRPSRVWLQJ WRLOHWV DQG $:76V LQ WKHLU DUHD� DQG DUH
DOVR UHVSRQVLEOH IRU DSSURYLQJ ODQG DSSOLFDWLRQ
DUHDV� 7KH 16: (QYLURQPHQW 3URWHFWLRQ $XWKRULW\
DSSURYHV ODUJHU V\VWHPV�
7KH GHVLJQ DQG LQVWDOODWLRQ RI RQ�VLWH VHZDJH
PDQDJHPHQW V\VWHPV� LQFOXGLQJ SOXPELQJ DQG
GUDLQDJH� VKRXOG RQO\ EH FDUULHG RXW E\ VXLWDEO\
TXDOLILHG RU H[SHULHQFHG SHRSOH� &DUH LV QHHGHG WR
HQVXUH FRUUHFW VL]LQJ RI WKH WUHDWPHQW V\VWHP DQG
DSSOLFDWLRQ DUHD�
+HDY\ ILQHV PD\ EH LPSRVHG XQGHU WKH &OHDQ
:DWHUV $FW LI ZDVWHZDWHU LV QRW PDQDJHG SURSHUO\�
.HHSLQJ \RXU RQ�VLWH VHZDJH
PDQDJHPHQW V\VWHP RSHUDWLQJ ZHOO
:KDW \RX SXW GRZQ \RXU GUDLQV DQG WRLOHWV KDV D ORW
WR GR ZLWK KRZ ZHOO \RXU V\VWHP SHUIRUPV�
0DLQWHQDQFH RI \RXU VHZDJH PDQDJHPHQW V\VWHP
DOVR QHHGV WR EH GRQH ZHOO DQG RQ�WLPH� 7KH
IROORZLQJ LV D JXLGH WR WKH W\SHV RI WKLQJV \RX
VKRXOG DQG VKRXOG QRW GR ZLWK \RXU V\VWHP�
21�6,7( 6(:$*(
0$1$*(0(17 6<67(06
'2
9 /HDUQ KRZ \RXU VHZDJH PDQDJHPHQW V\VWHPZRUNV DQG LWV RSHUDWLRQDO DQG PDLQWHQDQFH
UHTXLUHPHQWV�
9 /HDUQ WKH ORFDWLRQ DQG OD\RXW RI \RXU VHZDJH
PDQDJHPHQW V\VWHP�
9 +DYH \RXU $:76 �LI LQVWDOOHG� LQVSHFWHG DQG
VHUYLFHG IRXU WLPHV SHU \HDU E\ DQ DSSURYHG
FRQWUDFWRU� 2WKHU V\VWHPV VKRXOG EH LQVSHFWHG DW
OHDVW RQFH HYHU\ \HDU� $VVHVVPHQW VKRXOG EH
DSSOLFDEOH WR WKH V\VWHP GHVLJQ�
9 .HHS D UHFRUG RI GHVOXGJLQJV� LQVSHFWLRQV� DQG
RWKHU PDLQWHQDQFH�
9 +DYH \RXU VHSWLF WDQN RU $:76 GHVOXGJHG HYHU\
WKUHH \HDUV WR SUHYHQW VOXGJH EXLOG XS� ZKLFK
PD\ µFORJ¶ WKH SLSHV�
9 &RQVHUYH ZDWHU� &RQVHUYDWLYH ZDWHU XVH DURXQGWKH KRXVH ZLOO UHGXFH WKH DPRXQW RI ZDVWHZDWHU
ZKLFK LV SURGXFHG DQG QHHGV WR EH WUHDWHG�
9 'LVFXVV ZLWK \RXU ORFDO FRXQFLO WKH DGHTXDF\ RI
\RXU H[LVWLQJ VHZDJH PDQDJHPHQW V\VWHP LI \RX
DUH FRQVLGHULQJ KRXVH H[WHQVLRQV IRU LQFUHDVHG
RFFXSDQF\�
'21¶7
8 'RQ¶W OHW FKLOGUHQ RU SHWV SOD\ RQ ODQG DSSOLFDWLRQ
DUHDV�
8 'RQ¶W ZDWHU IUXLW DQG YHJHWDEOHV ZLWK HIIOXHQW�
8 'RQ¶W H[WUDFW XQWUHDWHG JURXQGZDWHU IRU FRRNLQJ
DQG GULQNLQJ�
8 'RQ¶W SXW ODUJH TXDQWLWLHV RI EOHDFKHV�GLVLQIHFWDQWV� ZKLWHQHUV� QDSS\ VRDNHUV DQG VSRW
UHPRYHUV LQWR \RXU V\VWHP YLD WKH VLQN� ZDVKLQJ
PDFKLQH RU WRLOHW�
8 'RQ¶W DOORZ DQ\ IRUHLJQ PDWHULDOV VXFK DV
QDSSLHV� VDQLWDU\ QDSNLQV� FRQGRPV DQG RWKHU
K\JLHQH SURGXFWV WR HQWHU WKH V\VWHP�
8 'RQ¶W SXW IDWV DQG RLOV GRZQ WKH GUDLQ DQG NHHSIRRG ZDVWH RXW RI \RXU V\VWHP�
8 'RQ¶W LQVWDOO RU XVH D JDUEDJH JULQGHU RU VSD
EDWK LI \RXU V\VWHP LV QRW GHVLJQHG IRU LW�
5HGXFLQJ ZDWHU XVDJH
5HGXFLQJ ZDWHU XVDJH ZLOO OHVVHQ WKH OLNHOLKRRG RI
SUREOHPV VXFK DV RYHUORDGLQJ ZLWK \RXU VHSWLF
V\VWHP� 2YHUORDGLQJ PD\ UHVXOW LQ ZDVWHZDWHU
EDFNLQJ XS LQWR \RXU KRXVH� FRQWDPLQDWLRQ RI \RXU
\DUG ZLWK LPSURSHUO\ WUHDWHG HIIOXHQW� DQG HIIOXHQW
IURP \RXU V\VWHP FRQWDPLQDWLQJ JURXQGZDWHU RU D
QHDUE\ ZDWHUZD\�
<RXU VHZDJH PDQDJHPHQW V\VWHP LV DOVR XQDEOH WR
FRSH ZLWK ODUJH YROXPHV RI ZDWHU VXFK DV VHYHUDO
VKRZHUV RU ORDGV RI ZDVKLQJ RYHU D VKRUW SHULRG RI
WLPH� <RX VKRXOG WU\ WR DYRLG WKHVH µVKRFN ORDGV¶ E\
HQVXULQJ ZDWHU XVH LV VSUHDG PRUH HYHQO\
WKURXJKRXW WKH GD\ DQG ZHHN�
)RU PRUH LQIRUPDWLRQ SOHDVH FRQWDFW� ?
?
?
+(/3 3527(&7 <285 +($/7+
$1' 7+( (19,5210(17
3RRUO\ PDLQWDLQHG VHZDJH PDQDJHPHQW V\VWHPV
DUH D VHULRXV VRXUFH RI ZDWHU SROOXWLRQ DQG PD\
SUHVHQW KHDOWK ULVNV� FDXVH RGRXUV DQG DWWUDFW
YHUPLQ DQG LQVHFWV�
%\ ORRNLQJ DIWHU \RXU PDQDJHPHQW V\VWHP \RX
FDQ GR \RXU SDUW LQ KHOSLQJ WR SURWHFW WKH
HQYLURQPHQW DQG WKH KHDOWK RI \RX DQG \RXU
FRPPXQLW\�
$HUDWHG :DVWHZDWHU
7UHDWPHQW 6\VWHPV �$:76�
,Q XQVHZHUHG DUHDV� WKH SURSHU WUHDWPHQW DQG
XWLOLVDWLRQ RI KRXVHKROG ZDVWHZDWHU RQ�VLWH LV FULWLFDO
LQ SUHVHUYLQJ WKH KHDOWK RI WKH SXEOLF DQG WKH
HQYLURQPHQW� $:76 KDYH EHHQ GHYHORSHG DV D ZD\
RI DFKLHYLQJ WKLV�
:KDW LV DQ $:76"
$Q $:76 LV D SXUSRVH EXLOW V\VWHP XVHG IRU WKH
WUHDWPHQW RI VHZDJH DQG OLTXLG ZDVWHV IURP D VLQJOH
KRXVHKROG RU PXOWLSOH GZHOOLQJV�
,W FRQVLVWV RI D VHULHV RI WUHDWPHQW FKDPEHUV
FRPELQHG ZLWK DQ LUULJDWLRQ V\VWHP� $Q $:76
HQDEOHV SHRSOH OLYLQJ LQ XQVHZHUHG DUHDV WR WUHDW
DQG XWLOLVH WKHLU ZDVWHZDWHU�
+RZ GRHV DQ $:76 ZRUN"
:DVWHZDWHU IURP D KRXVHKROG LV WUHDWHG LQ VWDJHV LQ
VHYHUDO VHSDUDWH FKDPEHUV� 7KH ILUVW FKDPEHU LV
VLPLODU WR D FRQYHQWLRQDO VHSWLF WDQN� 7KH ZDVWHZDWHU
HQWHUV WKH FKDPEHU ZKHUH WKH VROLGV VHWWOH WR WKH
ERWWRP DQG DUH UHWDLQHG LQ WKH WDQN IRUPLQJ D
VOXGJH OD\HU� 6FXP FROOHFWV DW WKH WRS� DQG WKH
SDUWLDOO\ FODULILHG ZDVWHZDWHU IORZV LQWR D VHFRQG
FKDPEHU� +HUH WKH ZDVWHZDWHU LV PL[HG ZLWK DLU
WR DVVLVW EDFWHULD WR IXUWKHU WUHDW LW� $ WKLUG FKDPEHU
DOORZV DGGLWLRQDO FODULILFDWLRQ WKURXJK WKH VHWWOLQJ RI
VROLGV� ZKLFK DUH UHWXUQHG IRU IXUWKHU WUHDWPHQW WR
HLWKHU WKH VHSWLF FKDPEHU �DV VKRZQ� RU WR WKH
DHUDWLRQ FKDPEHU� 7KH FODULILHG HIIOXHQW LV
GLVLQIHFWHG LQ DQRWKHU FKDPEHU �XVXDOO\ E\
FKORULQDWLRQ� EHIRUH LUULJDWLRQ FDQ WDNH SODFH�
%DFWHULD LQ WKH ILUVW FKDPEHU EUHDN GRZQ WKH VROLG
PDWWHU LQ WKH VOXGJH DQG VFXP OD\HUV� 0DWHULDO WKDW
FDQQRW EH IXOO\ EURNHQ GRZQ JUDGXDOO\ EXLOGV XS LQ
WKH FKDPEHU DQG PXVW EH SXPSHG RXW SHULRGLFDOO\�
5HJXODWLRQV DQG UHFRPPHQGDWLRQV
/RFDO FRXQFLOV DUH SULPDULO\ UHVSRQVLEOH IRU
DSSURYLQJ WKH VPDOOHU� GRPHVWLF $:76V LQ WKHLU
DUHD� 7KH (QYLURQPHQW 3URWHFWLRQ $XWKRULW\ �(3$�
DSSURYHV ODUJHU XQLWV� ZKLOVW WKH 16: 'HSDUWPHQW
RI +HDOWK GHWHUPLQHV WKH GHVLJQ DQG VWUXFWXUDO
UHTXLUHPHQWV IRU DOO $:76V�
$W SUHVHQW $:76V QHHG WR EH VHUYLFHG TXDUWHUO\ E\
DQ DSSURYHG FRQWUDFWRU DW D FRVW WR WKH RZQHU�
/RFDO FRXQFLOV VKRXOG DOVR PDLQWDLQ D UHJLVWHU RI WKH
VHUYLFLQJ RI HDFK V\VWHP ZLWKLQ WKHLU DUHD�
$:76V VKRXOG EH ILWWHG ZLWK DQ DODUP KDYLQJ YLVXDO
DQG DXGLEOH FRPSRQHQWV WR LQGLFDWH PHFKDQLFDO DQG
HOHFWULFDO HTXLSPHQW PDOIXQFWLRQV� 7KH DODUP VKRXOG
SURYLGH D VLJQDO DGMDFHQW WR WKH DODUP DQG DW D
UHOHYDQW SRVLWLRQ LQVLGH WKH
KRXVH� 7KH DODUP VKRXOG
LQFRUSRUDWH D ZDUQLQJ ODPS
ZKLFK PD\ RQO\ EH UHVHW E\
WKH VHUYLFH DJHQW�
0DLQWDLQLQJ \RXU $:76
7KH HIIHFWLYHQHVV RI WKH
V\VWHP ZLOO� LQ SDUW� GHSHQG
RQ KRZ LW LV XVHG DQG
PDLQWDLQHG� 7KH IROORZLQJ LV D
JXLGH RQ JRRG PDLQWHQDQFH
SURFHGXUHV WKDW \RX VKRXOG
IROORZ�
'2
9 +DYH \RXU $:76 LQVSHFWHG DQG VHUYLFHG IRXU
WLPHV SHU \HDU E\ DQ DSSURYHG FRQWUDFWRU�
$VVHVVPHQW VKRXOG EH DSSOLFDEOH WR WKH V\VWHP
GHVLJQ�
9 +DYH \RXU V\VWHP VHUYLFH LQFOXGH DVVHVVPHQW RI
VOXGJH DQG VFXP OHYHOV LQ DOO WDQNV� DQG
SHUIRUPDQFH RI LUULJDWLRQ DUHDV�
9 +DYH DOO \RXU WDQNV GHVOXGJHG DW OHDVW HYHU\
WKUHH \HDUV�
9 +DYH \RXU GLVLQIHFWLRQ FKDPEHU LQVSHFWHG DQG
WHVWHG TXDUWHUO\ WR HQVXUH FRUUHFW GLVLQIHFWDQW
OHYHOV�
9 +DYH \RXU JUHDVH WUDS �LI LQVWDOOHG� FOHDQHG RXW
DW OHDVW HYHU\ WZR PRQWKV�
9 .HHS D UHFRUG RI SXPSLQJ� LQVSHFWLRQV� DQGRWKHU PDLQWHQDQFH�
9 /HDUQ WKH ORFDWLRQ DQG OD\RXW RI \RXU $:76 DQG
ODQG DSSOLFDWLRQ DUHD�
9 8VH ELRGHJUDGDEOH OLTXLG GHWHUJHQWV VXFK DV
FRQFHQWUDWHV ZLWK ORZ VRGLXP DQG SKRVSKRURXV
OHYHOV�
9 &RQVHUYH ZDWHU�
'21¶7
8 'RQ¶W SXW EOHDFKHV� GLVLQIHFWDQWV� ZKLWHQHUV�QDSS\ VRDNHUV DQG VSRW UHPRYHUV LQ ODUJH
TXDQWLWLHV LQWR \RXU $:76 YLD WKH VLQN� ZDVKLQJ
PDFKLQH RU WRLOHW�
8 'RQ¶W DOORZ DQ\ IRUHLJQ PDWHULDOV VXFK DVQDSSLHV� VDQLWDU\ QDSNLQV� FRQGRPV DQG RWKHU
K\JLHQH SURGXFWV WR HQWHU WKH V\VWHP�
8 'RQ¶W XVH PRUH WKDQ WKH UHFRPPHQGHG DPRXQWV
RI GHWHUJHQWV�
8 'RQ¶W SXW IDWV DQG RLOV GRZQ WKH GUDLQ DQG NHHSIRRG ZDVWH RXW RI \RXU V\VWHP�
8 'RQ¶W VZLWFK RII SRZHU WR WKH $:76� HYHQ LI \RX
DUH JRLQJ RQ KROLGD\V
Air
To pumpand landapplicationarea
Sludge Return
Inlet fromhouse
Scum
Sludge
AerationChamber Settling
Chamber
Cross section of an AWTS
DisinfectionChamber
PrimaryChamber
5HGXFLQJ ZDWHU XVDJH
5HGXFLQJ ZDWHU XVDJH ZLOO OHVVHQ WKH OLNHOLKRRG RI
SUREOHPV VXFK DV RYHUORDGLQJ ZLWK \RXU $:76�
2YHUORDGLQJ PD\ UHVXOW LQ ZDVWHZDWHU EDFNLQJ XS
LQWR \RXU KRXVH� FRQWDPLQDWLRQ RI \RXU \DUG ZLWK
LPSURSHUO\ WUHDWHG HIIOXHQW� DQG HIIOXHQW IURP \RXU
V\VWHP HQWHULQJ D QHDUE\ ULYHU� FUHHN RU GDP�
&RQVHUYDWLYH ZDWHU XVH DURXQG WKH KRXVH ZLOO
UHGXFH WKH DPRXQW RI ZDVWHZDWHU ZKLFK LV SURGXFHG
DQG QHHGV WR EH WUHDWHG�
<RXU $:76 LV DOVR XQDEOH WR FRSH ZLWK ODUJH
YROXPHV RI ZDWHU VXFK DV VHYHUDO VKRZHUV RU ORDGV
RI ZDVKLQJ RYHU D VKRUW SHULRG RI WLPH� <RX VKRXOG
WU\ WR DYRLG WKHVH µVKRFN ORDGV¶ E\ HQVXULQJ ZDWHU
XVH LV VSUHDG PRUH HYHQO\ WKURXJKRXW WKH GD\ DQG
ZHHN�
:DUQLQJ VLJQV
<RX FDQ ORRN RXW IRU D IHZ ZDUQLQJ VLJQV WKDW VLJQDO
WR \RX WKDW WKHUH DUH WURXEOHV ZLWK \RXU $:76�
(QVXUH WKDW WKHVH SUREOHPV DUH DWWHQGHG WR
LPPHGLDWHO\ WR SURWHFW \RXU KHDOWK DQG WKH
HQYLURQPHQW�
/RRN RXW IRU WKH IROORZLQJ ZDUQLQJ VLJQV�
� :DWHU WKDW GUDLQV WRR VORZO\�
� 'UDLQ SLSHV WKDW JXUJOH RU PDNH QRLVHV ZKHQ DLU
EXEEOHV DUH IRUFHG EDFN WKURXJK WKH V\VWHP�
� 6HZDJH VPHOOV� WKLV LQGLFDWHV D VHULRXV SUREOHP�
� :DWHU EDFNLQJ XS LQWR \RXU VLQN ZKLFK PD\
LQGLFDWH WKDW \RXU V\VWHP LV DOUHDG\ IDLOLQJ�
� :DVWHZDWHU SRROLQJ RYHU WKH ODQG DSSOLFDWLRQ
DUHD�
� %ODFN FRORXUHG HIIOXHQW LQ WKH DHUDWHG WDQN�
� ([FHVV QRLVH IURP WKH EORZHU RU SXPSLQJ
HTXLSPHQW
� 3RRU YHJHWDWLRQ JURZWK LQ LUULJDWHG DUHD�
2GRXU SUREOHPV IURP D YHQW RQ WKH $:76 FDQ EH D
UHVXOW RI VORZ RU LQDGHTXDWH EUHDNGRZQ RI VROLGV�
&DOO D WHFKQLFLDQ WR VHUYLFH WKH V\VWHP�
,I \RX ZRXOG OLNH PRUH LQIRUPDWLRQ SOHDVH FRQWDFW�
+(/3 3527(&7 <285 +($/7+
$1' 7+( (19,5210(17
3RRUO\ PDLQWDLQHG $:76V DUH D VHULRXV VRXUFH RI
ZDWHU SROOXWLRQ DQG PD\ SUHVHQW KHDOWK ULVNV�
FDXVH RGRXUV DQG DWWUDFW YHUPLQ DQG LQVHFWV�
%\ ORRNLQJ DIWHU \RXU WUHDWPHQW V\VWHP \RX FDQ
GR \RXU SDUW LQ KHOSLQJ WR SURWHFW WKH
HQYLURQPHQW DQG WKH KHDOWK RI \RX DQG \RXU
IDPLO\�
/$1' $33/,&$7,21 $5($6
7KH UHXVH RI GRPHVWLF ZDVWHZDWHU RQ�VLWH FDQ EH DQ
HFRQRPLFDO DQG HQYLURQPHQWDOO\ VRXQG XVH RI
UHVRXUFHV�
:KDW DUH ODQG DSSOLFDWLRQ DUHDV"
7KHVH DUH DUHDV WKDW DOORZ WUHDWHG GRPHVWLF
ZDVWHZDWHU WR EH PDQDJHG HQWLUHO\ RQ�VLWH�
7KH DUHD PXVW EH DEOH WR XWLOLVH WKH ZDVWHZDWHU DQG
WUHDW DQ\ RUJDQLF PDWWHU DQG ZDVWHV LW PD\ FRQWDLQ�
7KH ZDVWHZDWHU LV ULFK LQ QXWULHQWV� DQG FDQ SURYLGH
H[FHOOHQW QRXULVKPHQW IRU IORZHU JDUGHQV� ODZQV�
FHUWDLQ VKUXEV DQG WUHHV� 7KH YHJHWDWLRQ VKRXOG EH
VXLWDEO\ WROHUDQW RI KLJK ZDWHU DQG QXWULHQW ORDGV�
+RZ GRHV D ODQG DSSOLFDWLRQ DUHD ZRUN"
7UHDWHG ZDVWHZDWHU DSSOLHG WR D ODQG DSSOLFDWLRQ
DUHD PD\ EH XWLOLVHG RU VLPSO\ GLVSRVHG� GHSHQGLQJ
RQ WKH W\SH RI DSSOLFDWLRQ V\VWHP WKDW LV XVHG� 7KH
DSSOLFDWLRQ RI WKH ZDVWHZDWHU FDQ EH WKURXJK D VRLO
DEVRUSWLRQ V\VWHP �EDVHG RQ GLVSRVDO� RU WKURXJK
DQ LUULJDWLRQ V\VWHP �EDVHG RQ XWLOLVDWLRQ��
6RLO DEVRUSWLRQ V\VWHPV GR QRW UHTXLUH KLJKO\
WUHDWHG HIIOXHQW� DQG ZDVWHZDWHU WUHDWHG E\ D VHSWLF
WDQN LV UHDVRQDEOH DV WKH VROLGV FRQWHQW LQ WKH
HIIOXHQW KDV EHHQ UHGXFHG� $EVRUSWLRQ V\VWHPV
UHOHDVH WKH HIIOXHQW LQWR WKH VRLO DW D GHSWK WKDW
FDQQRW EH UHDFKHG E\ WKH URRWV RI PRVW VPDOO
VKUXEV DQG JUDVVHV� 7KH\ UHO\ PDLQO\ RQ WKH
SURFHVVHV RI VRLO WUHDWPHQW DQG WKHQ WUDQVPLVVLRQ
WR WKH ZDWHU WDEOH� ZLWK PLQLPDO HYDSRUDWLRQ DQG
XS�WDNH E\ SODQWV� 7KHVH V\VWHPV DUH QRW
UHFRPPHQGHG LQ VHQVLWLYH DUHDV DV WKH\ PD\
OHDG WR FRQWDPLQDWLRQ RI VXUIDFH ZDWHU DQG
JURXQGZDWHU�
,UULJDWLRQ V\VWHPV PD\ EH FODVVHG DV HLWKHU
VXEVXUIDFH RU VXUIDFH LUULJDWLRQ� ,I DQ LUULJDWLRQ
V\VWHP LV WR EH XVHG� ZDVWHZDWHU QHHGV WR EH SUH�
WUHDWHG WR DW OHDVW WKH TXDOLW\ SURGXFHG E\ DQ
DHUDWHG ZDVWHZDWHU WUHDWPHQW V\VWHP �$:76��
6XEVXUIDFH LUULJDWLRQ UHTXLUHV KLJKO\ WUHDWHG
HIIOXHQW WKDW LV LQWURGXFHG LQWR WKH VRLO FORVH WR WKH
VXUIDFH� 7KH HIIOXHQW LV XWLOLVHG PDLQO\ E\ SODQWV DQG
HYDSRUDWLRQ�
6XUIDFH LUULJDWLRQ UHTXLUHV KLJKO\ WUHDWHG HIIOXHQW
WKDW KDV XQGHUJRQH DHUDWLRQ DQG GLVLQIHFWLRQ
WUHDWPHQWV� VR DV WR UHGXFH WKH SRVVLELOLW\ RI
EDFWHULD DQG YLUXV FRQWDPLQDWLRQ�
7KH HIIOXHQW LV WKHQ DSSOLHG WR WKH ODQG DUHD WKURXJK
D VHULHV RI GULS� WULFNOH� RU VSUD\ SRLQWV ZKLFK DUH
GHVLJQHG WR HOLPLQDWH DLUERUQH GULIW DQG UXQ�RII LQWR
QHLJKERXULQJ SURSHUWLHV�
7KHUH DUH VRPH SXEOLF KHDOWK DQG HQYLURQPHQWDO
FRQFHUQV DERXW VXUIDFH LUULJDWLRQ� 7KHUH LV WKH ULVN
RI FRQWDFW ZLWK WUHDWHG HIIOXHQW DQG WKH SRWHQWLDO IRU
VXUIDFH UXQ�RII� *LYHQ WKHVH SUREOHPV� VXEVXUIDFH
LUULJDWLRQ LV DUJXDEO\ WKH VDIHVW� PRVW HIILFLHQW DQG
HIIHFWLYH PHWKRG RI HIIOXHQW XWLOLVDWLRQ�
5HJXODWLRQV DQG UHFRPPHQGDWLRQV
7KH GHVLJQ DQG LQVWDOODWLRQ RI ODQG DSSOLFDWLRQ DUHDV
VKRXOG RQO\ EH FDUULHG RXW E\ VXLWDEO\ TXDOLILHG RU
H[SHULHQFHG SHRSOH� DQG RQO\ DIWHU D VLWH DQG VRLO
HYDOXDWLRQ LV GRQH E\ D VRLO VFLHQWLVW� &DUH VKRXOG EH
WDNHQ WR HQVXUH FRUUHFW EXIIHU GLVWDQFHV DUH OHIW
EHWZHHQ WKH DSSOLFDWLRQ DUHD DQG ERUHV� ZDWHUZD\V�
EXLOGLQJV� DQG QHLJKERXULQJ SURSHUWLHV�
+HDY\ ILQHV PD\ EH LPSRVHG XQGHU WKH &OHDQ
:DWHUV $FW LI HIIOXHQW LV PDQDJHG LPSURSHUO\�
$W OHDVW WZR ZDUQLQJ VLJQV VKRXOG EH LQVWDOOHG DORQJ
WKH ERXQGDU\ RI D ODQG DSSOLFDWLRQ DUHD� 7KH VLJQV
VKRXOG FRPSULVH RI ��PP KLJK 6HULHV & OHWWHULQJ LQ
EODFN RU ZKLWH RQ D JUHHQ EDFNJURXQG ZLWK WKH
ZRUGV�
5(&/$,0(' ())/8(17
127 )25 '5,1.,1*
$92,' &217$&7
'HSHQGLQJ RQ WKH UHTXLUHPHQWV RI \RXU ORFDO FRXQFLO�
ZHW ZHDWKHU VWRUDJH DQG VRLO PRLVWXUH VHQVRUV PD\
QHHG WR EH LQVWDOOHG WR HQVXUH WKDW HIIOXHQW LV RQO\
LUULJDWHG ZKHQ WKH VRLO LV QRW VDWXUDWHG�
5HJXODU FKHFNV VKRXOG EH XQGHUWDNHQ RI DQ\
PHFKDQLFDO HTXLSPHQW WR HQVXUH WKDW LW LV RSHUDWLQJ
FRUUHFWO\� /RFDO FRXQFLOV PD\ UHTXLUH SHULRGLF DQDO\VLV
RI VRLO RU JURXQGZDWHU FKDUDFWHULVWLFV
+XPDQV DQG DQLPDOV VKRXOG EH H[FOXGHG IURP ODQG
DSSOLFDWLRQ DUHDV GXULQJ DQG LPPHGLDWHO\ DIWHU WKH
DSSOLFDWLRQ RI WUHDWHG ZDVWHZDWHU� 7KH ORQJHU WKH
SHULRG RI H[FOXVLRQ IURP DQ DUHD� WKH ORZHU WKH ULVN
WR SXEOLF KHDOWK�
7KH KRXVHKROGHU LV UHTXLUHG WR HQWHU LQWR D VHUYLFH
FRQWUDFW ZLWK WKH LQVWDOODWLRQ FRPSDQ\� LWV DJHQW RU
WKH PDQXIDFWXUHU RI WKHLU VHZDJH PDQDJHPHQW
V\VWHP� WKLV ZLOO HQVXUH WKDW WKH V\VWHP RSHUDWHV
HIILFLHQWO\�
/RFDWLRQ RI WKH DSSOLFDWLRQ DUHD
7UHDWHG ZDVWHZDWHU KDV WKH SRWHQWLDO WR KDYH
QHJDWLYH LPSDFWV RQ SXEOLF KHDOWK DQG WKH
HQYLURQPHQW� )RU WKLV UHDVRQ WKH DSSOLFDWLRQ DUHD
PXVW EH ORFDWHG LQ DFFRUGDQFH ZLWK WKH UHVXOWV RI D
VLWH HYDOXDWLRQ� DQG DSSURYHG ODQGVFDSLQJ PXVW EH
FRPSOHWHG SULRU WR RFFXSDWLRQ RI WKH EXLOGLQJ�
6DQG\ VRLO DQG FOD\H\ VRLOV PD\ SUHVHQW VSHFLDO
SUREOHPV�
7KH V\VWHP PXVW DOORZ HYHQ GLVWULEXWLRQ RI WUHDWHG
ZDVWHZDWHU RYHU WKH ODQG DSSOLFDWLRQ DUHD�
Typical Site Layout (not to scale)
Mound to deflectrunon
Road
Grasseddrainageswale
Grasseddrainageswale
Irrigationarea (grass)Reserve area
maintained inlawn
Trees,shrubs
Fence
House
Pool
GroundSlope
Wastewatertreatment
0DLQWDLQLQJ \RXU ODQG DSSOLFDWLRQ DUHD
7KH HIIHFWLYHQHVV RI WKH DSSOLFDWLRQ DUHD LV
JRYHUQHG E\ WKH DFWLYLWLHV RI WKH RZQHU�
'2
9 &RQVWUXFW DQG PDLQWDLQ GLYHUVLRQ GUDLQV DURXQG
WKH WRS VLGH RI WKH DSSOLFDWLRQ DUHD WR GLYHUW
VXUIDFH ZDWHU�
9 (QVXUH WKDW \RXU DSSOLFDWLRQ DUHD LV NHSW OHYHO E\ILOOLQJ DQ\ GHSUHVVLRQV ZLWK JRRG TXDOLW\ WRS VRLO
�QRW FOD\��
9 .HHS WKH JUDVV UHJXODUO\ PRZHG DQG SODQW VPDOO
WUHHV DURXQG WKH SHULPHWHU WR DLG DEVRUSWLRQ DQG
WUDQVSLUDWLRQ RI WKH HIIOXHQW�
9 (QVXUH WKDW DQ\ UXQ RII IURP WKH URRI� GULYHZD\DQG RWKHU LPSHUPHDEOH VXUIDFHV LV GLUHFWHG DZD\
IURP WKH DSSOLFDWLRQ DUHD�
9 )HQFH LUULJDWLRQ DUHDV�
9 (QVXUH DSSURSULDWH ZDUQLQJ VLJQV DUH YLVLEOH DW
DOO WLPHV LQ WKH YLFLQLW\ RI D VSUD\ LUULJDWLRQ DUHD�
9 +DYH \RXU LUULJDWLRQ V\VWHP FKHFNHG E\ WKH
VHUYLFH DJHQW ZKHQ WKH\ DUH FDUU\LQJ RXW VHUYLFH
RQ WKH WUHDWPHQW V\VWHP�
'21¶7
8 'RQ¶W HUHFW DQ\ VWUXFWXUHV� FRQVWUXFW SDWKV�
JUD]H DQLPDOV RU GULYH RYHU WKH ODQG DSSOLFDWLRQ
DUHD�
8 'RQ¶W SODQW ODUJH WUHHV WKDW VKDGH WKH ODQGDSSOLFDWLRQ DUHD� DV WKH DUHD QHHGV VXQOLJKW WR
DLG LQ WKH HYDSRUDWLRQ DQG WUDQVSLUDWLRQ RI WKH
HIIOXHQW�
8 'RQ¶W SODQW WUHHV RU VKUXEV QHDU RU RQ KRXVHGUDLQV�
8 'RQ¶W DOWHU VWRUPZDWHU OLQHV WR GLVFKDUJH LQWR RUQHDU WKH ODQG DSSOLFDWLRQ DUHD�
8 'RQ¶W IORRG WKH ODQG DSSOLFDWLRQ DUHD WKURXJK WKH
XVH RI KRVHV RU VSULQNOHUV�
8 'RQ¶W OHW FKLOGUHQ RU SHWV SOD\ RQ ODQG DSSOLFDWLRQ
DUHDV�
8 'RQ¶W ZDWHU IUXLW DQG YHJHWDEOHV ZLWK WKH
HIIOXHQW�
8 'RQ¶W H[WUDFW XQWUHDWHG JURXQGZDWHU IRU SRWDEOH
XVH�
:DUQLQJ VLJQV
5HJXODU YLVXDO FKHFNLQJ RI WKH V\VWHP ZLOO HQVXUH
WKDW SUREOHPV DUH ORFDWHG DQG IL[HG HDUO\�
7KH YLVXDO VLJQV RI V\VWHP IDLOXUH LQFOXGH�
� VXUIDFH SRQGLQJ DQG UXQ�RII RI WUHDWHG
ZDVWHZDWHU
� VRLO TXDOLW\ GHWHULRUDWLRQ
� SRRU YHJHWDWLRQ JURZWK
� XQXVXDO RGRXUV
9ROXPH RI ZDWHU
/DQG DSSOLFDWLRQ DUHDV DQG V\VWHPV IRU RQ�VLWH
DSSOLFDWLRQ DUH GHVLJQHG DQG FRQVWUXFWHG LQ
DQWLFLSDWLRQ RI WKH YROXPH RI ZDVWH WR EH
GLVFKDUJHG� 8QFRQWUROOHG XVH RI ZDWHU PD\ OHDG WR
SRRUO\ WUHDWHG HIIOXHQW EHLQJ UHOHDVHG IURP WKH
V\VWHP�
,I WKH ODQG DSSOLFDWLRQ DUHD LV ZDWHUORJJHG DQG
VRJJ\ WKH IROORZLQJ DUH SRVVLEOH UHDVRQV�
Λ 2YHUORDGLQJ WKH WUHDWPHQW V\VWHP ZLWK
ZDVWHZDWHU�
Λ 7KH FORJJLQJ RI WKH WUHQFK ZLWK VROLGV QRW
WUDSSHG E\ WKH VHSWLF WDQN� 7KH WDQN PD\ UHTXLUH
GHVOXGJLQJ�
Λ 7KH DSSOLFDWLRQ DUHD KDV EHHQ SRRUO\ GHVLJQHG�
Λ 6WRUPZDWHU LV UXQQLQJ RQWR WKH DUHD�
)RU PRUH LQIRUPDWLRQ SOHDVH FRQWDFW�
+(/3 3527(&7 <285 +($/7+
$1' 7+( (19,5210(17
3RRUO\ PDLQWDLQHG ODQG DSSOLFDWLRQ DUHDV DUH D
VHULRXV VRXUFH RI ZDWHU SROOXWLRQ DQG PD\
SUHVHQW KHDOWK ULVNV� FDXVH RGRXUV DQG DWWUDFW
YHUPLQ DQG LQVHFWV�
%\ ORRNLQJ DIWHU \RXU VHZDJH PDQDJHPHQW
V\VWHP \RX FDQ GR \RXU SDUW LQ KHOSLQJ WR SURWHFW
WKH HQYLURQPHQW DQG WKH KHDOWK RI \RX DQG \RXU
IDPLO\�
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)
