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Attachment 8 - Interim Stormwater Management Plan - TOPO · 132005.638.06
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NOOSA RESOURCE RECOVERY CENTRE
INTERIM STORMWATER MANAGEMENT PLAN
CLIENT: NOOSA COUNCIL
DOCUMENT NUMBER: R5304
PROJECT NUMBER: 26-0293
VERSION: A
DATE: 17/09/2026
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN
TABLE OF CONTENTS
1 INTRODUCTION 1
1.1. OBJECTIVE & SCOPE 1
1.2. LEGAL REQUIREMENTS 2
1.3. GUIDELINES, LICENCE & SUPPORTING INFORMATION 2
1.4. LICENCE CONDITIONS AND WATER QUALITY OBJECTIVES 2
1.5. HIGH & LOW EROSION HAZARD SITES 3
1.5.1. LOW EROSION HAZARD SITES 3
1.5.2. HIGH EROSION HAZARD SITES 3
1.6. PRINCIPLES OF SURFACE WATER MANAGEMENT FOR THE SITE 4
1.6.1. DRAINAGE CONTROL 4
1.6.2. SEDIMENT CONTROL. 5
1.6.3. EROSION CONTROL 5
2 SITE DESCRIPTION 6
2.1. LOCATION AND OPERATIONS 6
2.2. CLIMATE 6
2.3. TOPOGRAPHY 7
3 EXISTING STORMWATER MANAGEMENT 8
3.1. PREVIOUS DESIGNS & UPGRADES 10
3.1.1. SW5 HES BASIN 10
4 FUTURE WORKS 11
4.1. PROPOSED NORTHERN PRECINCT DEVELOPMENT 11
4.1.1. SW2 HES BASIN 12
4.1.2. LOW EROSION RISK AREAS 12
5 SITE INSPECTION AND MONITORING 14
6 RECOMMENDATIONS 15
7 REFERENCES 16
APPENDIX A CATCHMENT & DRAINAGE PLAN A
APPENDIX B SW5 DESIGN REPORT B
APPENDIX C RRA (SW2) CONCEPT DESIGN REPORT – HES BASIN AND DRAINAGE C
APPENDIX D IPWEAQ BIORETENTION SYSTEM STANDARD DRAWINGS D
TABLE OF FIGURES
FIGURE 1 - SITE LOCALITY PLAN (SOURCE: NEARMAP) 1
FIGURE 2 – AERIAL PHOTOGRAPHY AND DISTURBED AREAS (SOURCE: NEARMAPS, IMAGE DATE 24-06-26) 6
FIGURE 3 – AVERAGE MONTHLY RAINFALL FOR TEWANTIN 7
FIGURE 4 – EXISTING CATCHMENT PLAN 8
FIGURE 5 – EXISTING DRAINAGE FEATURES 10
FIGURE 6 – SITE PLAN (SOURCE: COVEY PROJECT NO. 244035, SHEET NO. C1002) 12
FIGURE 7 – TYPICAL CONVENTIONAL BIORETENTION SYSTEM PROFILE (EXTRACT IPWEAQ DRAWING DS073) 13
FIGURE 8 – TYPICAL UNCONSTRAINED SATURATED ZONE BIORETENTION SYSTEM PROFILE (EXTRACT FROM DRAWING DS070). 13
TABLE OF TABLES
TABLE 1 – SURFACE WATER RELEASE LIMITS 3
TABLE 2 – CATCHMENT DETAILS 9
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN
1 INTRODUCTION
Topo was engaged by Noosa Council to prepare a Stormwater Management Plan (SMP) for the Noosa Resource
Recovery Centre (NRRC). The site is located on Eumundi-Noosa Road as illustrated in Figure 1.
The site currently operates under the Environmental Authority Permit No. EPPR01855314 and is licensed to carry out the
following environmentally relevant activities (ERA):
+ ERA 33 – Crushing, milling, grinding or screening > 5000 t per year
+ ERA 60-(1a) – Waste disposal facility < 50,000 t/yr
Figure 1 - Site Locality Plan (Source: NearMap)
1.1. OBJECTIVE & SCOPE
The objective of this report is to provide an Interim Stormwater Management Plan for the site, taking into consideration
the current conditions and future works, and identify how runoff will be managed to comply with the relevant guidelines
and licence conditions.
Once the layout for the future works, particularly the development of the northern portion of the site, is confirmed,
hydrologic and hydraulic modelling will be undertaken to size all required drainage features.
This report addresses surface water only and does not include the management of groundwater or leachate.
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1.2. LEGAL REQUIREMENTS
Stormwater runoff has the potential to cause water contamination and/or environmental harm and is regulated under
the EP Act. Some of the key legal requirements relevant to the operation of the landfill include:
+ Where stormwater conditions appear on an environmental authority, it is an offence under s.430 of the EP Act,
to not comply with the conditions of approval. This includes anyone operating under the environmental
authority e.g. contractors, consultants etc.
+ Causing serious or material environmental harm is an offence under s.437 and s.438 of the EP Act respectively.
+ It is an offence to cause an environmental nuisance under s.440. Environmental nuisance is unreasonable
interference with an environmental value. It may also include an unhealthy, offensive or unsightly condition
because of contamination.
+ Under s.440ZG it is an offence to unlawfully deposit a prescribed water contaminant to waters. The most
common prescribed contaminants resulting from poor stormwater management of ERA operations are:
o chemical, or chemical waste
o ashes, clay, gravel, sediment, stones and similar organic or inorganic matter
o building and construction materials
o building, construction and demolition waste
o industrial waste
o oil
o putrescible waste, and
o waste water.
+ Under s.319 an obligation is placed upon all persons in Queensland who are carrying out activities which may
cause environmental harm to comply with the ‘general environmental duty’. This requires that all reasonable
and practicable measures must be adopted to prevent and minimise environmental harm. Although not being
able to demonstrate compliance against the general environmental duty is not an offence, demonstrating that
all reasonable and practicable measures have been adopted is a defence for offences such as water
contamination (DES, 2021).
1.3. GUIDELINES, LICENCE & SUPPORTING INFORMATION
This SMP has been prepared in accordance with:
+ Guideline Stormwater and environmentally relevant activities (DETSI, 2025),
+ Best Practice Erosion and Sediment Control (IECA, 2025),
+ Queensland Urban Drainage Manual (QUDM) (IPWEAQ, 2016), and
+ Environmental Authority Permit No. EPPR01855314.
Reference has also been made to the Covey Stormwater Management Plan dated February 2026 (Project No 244035 |
Ref No M26-0032Rpt – Issue A).
1.4. LICENCE CONDITIONS AND WATER QUALITY OBJECTIVES
The following conditions specified by the site permit relate, directly or indirectly, to the management of stormwater:
WT1 – Site erosion protection measures and sediment control measures must be implemented and must have the
hydraulic effectiveness to treat stormwater for 90 % of the annual runoff for each stormwater catchment.
Where soils are temporarily exposed for the construction of new facilities or to facilitate changes in landfill design, all
reasonable and practical measures must be implemented to minimise the amount of sediments able to discharge from
the site. As a minimum the following design criteria apply:
1. Collect and drain stormwater from disturbed soils to a sediment basin sized to contain an 80 th percentile five-
day event or similar; and
2. The design life and design storm for temporary drainage works to convey waters to the sediment basin and
around disturbed areas are:
a. Disturbed area open < 12 months – 1 in 2-year ARI event plus 150 mm freeboard
b. Disturbed area open 12-24 months – 1 in 5-year ARI event plus 150 mm freeboard
c. Disturbed area open > 24 months – 1 in 10-year ARI event plus 150 mm freeboard
d. Temporary culvert crossing – minimum 1 in 1-year ARI hydraulic capacity
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN
WT2 - The release of collected and treated stormwater to waters, from areas of the site not likely to be contaminated
with waste materials, must be in accordance with Table 2 – compliance limits for controlled releases of treated stormwater
to surface waters (reproduced herein as Table 1).
Table 1 – Surface Water Release Limits
QUALITY
RELEASE POINT RELEASE LIMIT LIMIT TYPE MONITORING FREQUENCY
CHARACTERISTICS
pH 6.5 - 9.0 Range
Specific Conductance
1500 Maximum Commencement of Release then weekly
(µS/cm)
thereafter. If no release occurs, no
Dissolved Oxygen (mg/L) 6 Minimum sampling is required.
Total and Dissolved
N/A Maximum
Aluminium (mg/L)
Commencement of Release then weekly
W1 thereafter for a minimum of 5 events
and until a reliable TSS:NTU correlation
Suspended Solids (mg/L) 50
is established and agreed in writing by
the administering authority. If no release
occurs, no sampling is required.
The established The NTU value
correlation of that correlates to Commencement of Release then weekly
Turbidity (NTU) turbidity with total 50 mg/L TSS with thereafter. If no release occurs, no
suspended solids a correlation R sampling is required.
(TSS) value of 0.9
WT3- Monitoring of contaminant releases from release point W1 must be undertaken in accordance with the condition
WT2.
WT4 - In addition to WT2, released to waters must not:
1. have any other properties and content concentration causing environmental harm
2. produce any slick or other visible evidence of oil or grease, nor contain visible floating oil, grease, scum, litter or
other visually objectionable matter.
1.5. HIGH & LOW EROSION HAZARD SITES
The Guideline Stormwater and Environmentally Relevant Activities (DETSI, 2025) classifies ERA sites into two erosion
hazard categories, which determine the applicable stormwater management requirements.
1.5.1. LOW EROSION HAZARD SITES
A site is only considered a low erosion hazard site where greater than 95 % of the site is effectively stabilised, the
unstabilised area does not exceed 2,500 m², and soil erosion is not expected to exceed 10 tonnes/hectare/year from
disturbed areas. These sites are managed under Part 2 of the guideline, which requires MUSIC modelling and a treatment
train designed to meet the load-reduction targets for Total Suspended Solids (TSS), Total Phosphorus (TP), Total Nitrogen
(TN), and gross pollutants greater than 5 mm.
1.5.2. HIGH EROSION HAZARD SITES
All other sites are considered high erosion hazard sites. These require a full suite of erosion and sediment controls,
including sediment basins designed to retain runoff from the 24-hour, 1-in-10 year ARI storm event and to achieve a TSS
release concentration of no more than 50 mg/L. Basins must return their design capacity within 120 hours of rainfall and
include a sediment storage zone equal to 50 % of the upper settling volume.
DETSI supports the use of High Efficiency Sediment (HES) basins where it can be demonstrated that the contaminant
load released to the receiving environment over the project life is equal to or less than that of the standard design.
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1.6. PRINCIPLES OF SURFACE WATER MANAGEMENT FOR THE SITE
Ongoing soil and water management will be required through the life of the project. The three cornerstones of the
erosion and sediment control industry are drainage control, erosion control, and sediment control. The primary function
of each of these principles is summarised below:
+ Drainage control measures aim to prevent or reduce soil erosion caused by concentrated flow, including the
management of rill and gully erosion and to appropriately manage the movement of "clean" and "dirty" water
through the site.
+ Erosion control measures aim to prevent or reduce soil erosion caused by raindrop impact and sheet flow (i.e.
the control of splash and sheet erosion)
+ Sediment control measures aim to trap and retain sediment either moving along the land surface (bed load) or
contained within flowing water (suspended sediment) (IECA, 2025).
The proper management of stormwater is critical to the implementation of effective erosion and sediment control. The
effective management of stormwater lies in the appropriate control of runoff velocities and volume.
1.6.1. DRAINAGE CONTROL
The primary functions of drainage controls are to:
+ minimise the risk of rill and gully erosion;
+ minimise the risk of hydraulic damage to the adopted erosion and sediment control measures;
+ control the velocity, volume and location of water flow through the site; and
+ appropriately manage the movement of "clean" and "dirty" water through the site (IECA, 2025).
The Guideline - Stormwater and environmentally relevant activities (DES, 2021) requires that high erosion hazard sites
implement the following design and management measures:
+ Erosion protection and sediment control measures should be installed and maintained for all stages of the
activity to minimise erosion and the release of sediments.
+ All areas of soil disturbed and exposed should be managed to minimise the loss of sediment through
revegetation and/or use of other stabilisation techniques.
+ All concentrated stormwater flows (including ‘clean’ stormwater and ‘dirty’ stormwater) should have
concentrated flow paths, such as drainage lines, diversion drains, channels and batter chutes (where applicable)
which have been designed, constructed, effectively armoured and maintained to convey the runoff from events
up to and including the average recurrence interval (ARI) of:
o 1 in 10 year critical duration ARI storm event without causing water contamination, sheet, rill or gully
erosion, sedimentation, or damage to structures or property.
+ Stormwater runoff from external or undisturbed catchments should be diverted around or away from disturbed
areas as much as possible.
+ Sediment basin(s) should be installed and maintained to collect and treat stormwater runoff from all disturbed
areas of the site(s) approved as part of the ERA application, and areas in which any earthen material is stored.
+ For events up to and including a 24 hour storm event with an ARI of 1 in 10 years, the following must be achieved
o a sediment basin must be designed, constructed and operated to retain the runoff at the site(s)
approved as part of the ERA application;
o the release stormwater from these sediment basins must achieve a total suspended solids (TSS)
concentration of no more than 50 mg/L for events up to and including those mentioned above.
For events larger than those stated above, all reasonable and practical measures must be taken to minimise the
release of prescribed contaminants.
An alternative basin design (such as a high efficiency basin) can be used provided it has been demonstrated
that the contaminant load to be released to the receiving environment for the life of the project will be equal to
or less than the standard design.
The department supports high efficiency basin technology especially as it may lead to both flexibility
for the site operator and if appropriately designed and managed, sound environmental outcomes.
+ All sediment basins should have a spillway, designed, constructed and effectively armoured to convey
anticipated flows. Design for a 50 year ARI critical event is considered a minimum.
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN
+ Any sediment basin designed in accordance with this list must be operated in such a manner that within 120
hours of the most recent rainfall event, the required design capacity of the upper settling volume is available for
capture and storage of stormwater runoff from the next rainfall event.
+ In addition to the settling volume requirements, sediment basins should be designed with a sediment storage
zone equal to 50 % of the upper settling volume, or the volume of the sediment determined by estimating the
expected sediment runoff volumes over the desired maintenance period of not less than 4 months.
1.6.1.1. CLEAN WATER DIVERSION
A key component of managing surface waters is the diversion of ‘clean’ runoff away from disturbed portions of the site.
Clean water is defined as water that either enters the property from an external catchment and has not been further
contaminated by sediment within the site, or water that has originated from the site and is of such quality that it does
not need to be treated in order to achieve the required water quality standard, or would not be further improved if it
was to pass through a sediment trap (IECA, 2025).
In diverting clean water around the disturbed portions of the site, it will remain separated from the sediment laden runoff
that requires treatment. It is important that clean water diversion drains are constructed prior to new areas being
disturbed to reduce the likelihood of runoff being contaminated. This management technique has the potential to
greatly reduce the size and operational costs of treatment devices. The clean water drains should be designed to convey
runoff associated with the 10 % Annual Exceedance Probability (AEP) event, in accordance with the Guideline Stormwater
and environmentally relevant activities (DES, 2021).
1.6.1.2. DIRTY WATER DRAINAGE
Dirty Water Drains (DWD) and diversion bunds are required to convey sediment laden runoff from disturbed areas to
the sediment basin. The dirty water drains will also be designed to convey runoff associated with the 10 year ARI critical
duration event, in accordance with the Guideline Stormwater and environmentally relevant activities (DES, 2021).
1.6.2. SEDIMENT CONTROL.
To achieve the required release criteria, treatment of dirty site runoff will be required in a Type 1 treatment system. In
accordance with the site permit, sediment control measures must be implemented and must have the hydraulic
effectiveness to treat stormwater for 90 % of the annual runoff for each stormwater catchment. A HES basin is proposed
to achieve this objective, with further details provided in later sections of this report.
1.6.3. EROSION CONTROL
Erosion control measures aim to prevent or reduce soil erosion caused by raindrop impact and sheet flow. One of the
most effective forms of long term erosion control is the stabilisation of disturbed areas. Where possible, progressive
stabilisation and revegetation of the non–operational areas must be undertaken. If an area is to be non–operational for
only a short duration, temporary measures (such as mulch/compost blankets or jute matting) must be applied.
Temporary stabilisation should also be provided as works are progressing towards the final level, and this can be achieved
through the application of soil binders. Stabilisation of high traffic areas should also be provided, particularly at the truck
unloading points. Stabilisation can be achieved using a layer of crushed concrete, ideally 150 – 200 mm thick or gravel.
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2 SITE DESCRIPTION
2.1. LOCATION AND OPERATIONS
The NRRC is located on Eumundi-Noosa Road, Doonan and undertakes a range of waste processing and resource
recovery operations over the site. A large portion of the site is finished landfill and has a vegetated surface. Activities
across the site include:
+ waste collection,
+ resource recovery,
+ concrete crushing/recycling,
+ green waste recovery and processing, and
+ oil and paint collection.
The site activities and disturbed areas, as of the 24 th July 2026 are illustrated in Figure 2.
Green Waste
Processing
Site Entry
HES Basin Concrete
Processing
Weighbridge
Resource
Recovery
HES Basin
Figure 2 – Aerial Photography and Disturbed Areas (Source: NearMaps, image date 24-06-26)
2.2. CLIMATE
The Bureau of Meteorology (BOM) provides average monthly rainfall data for Tewantin RSL Park (Gauging Station
040908 - the nearest site to Eumundi with monthly climate records). Based on this data, the average annual rainfall is
~1,610 mm. Rainfall has a distinctly seasonal pattern, with approximately 67 % of the annual average rainfall occurring
between December and May inclusive. The average monthly rainfall records are illustrated in Figure 3.
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN
Figure 3 – Average monthly rainfall for Tewantin
2.3. TOPOGRAPHY
The topography varies considerably across the site due to historic landfilling operations. The peak elevations occur in
the central portion of the site at ~40.5 m AHD. A central ridgeline through the completed cells directs a large portion of
site runoff to existing drainage features that convey runoff in a northerly direction, either to the site discharge point for
clean water catchments or to the existing HES basin for runoff from high erosion risk areas. All runoff from site is directed
to the northern and north-eastern boundary to discharge points SW2, SW4 and SW5. Details on the existing catchments
and flowpaths are provided in Appendix A with further details provided in Section 3.
A digital terrain model (DTM) of the site was developed from the 2023 LiDAR survey (1 m grid, GDA94 MGA Zone 56)
and interrogated to characterise site grades and the directions of fall.
Site slopes are highly variable with the cell batters ranging between 1:4 (Vertical to Horizontal) to 1:6. The hardstand
areas in the northern portion of the site are considerably flatter, typically less than 2 %. Levels across the site range from
approximately 12.5 m AHD along the northern boundary to approximately 40.5 m AHD at the peak of the completed
cells,(Cell 1.1), falling towards existing drainage features that convey runoff to discharge points at elevations ranging
between 12 to 16 m AHD.
An existing site drainage and catchment plan is presented in Section 3.
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN
3 EXISTING STORMWATER MANAGEMENT
Based on analysis of the survey data and aerial photography, catchment delineation has been undertaken over the site,
as well as identification of the key drainage features conveying runoff to treatment systems and the approved discharge
locations. 22 site catchments have been defined, as well as 2 external catchment that direct runoff into the site. An
extract of catchment plan is provided as Figure 4, with catchment details summarised in Table 2.
Figure 4 – Existing Catchment Plan
The existing drainage features are presented as Figure 5. A copy of the catchment plan and the existing drainage plan
also included as Appendix A.
+ The bulk of the site discharges to one of the existing HES basins discharging to SW2 and SW5.
+ A sediment basin is provided within Catchment 16 for the treatment of stormwater runoff from the active filling
area:
o It is unclear whether runoff from a portion of Catchment 17 that appears to be disturbed is receiving
appropriate treatment.
o If this is a dirty water catchment and cannot be graded to the basin in Catchment 16, runoff should be
directed to the southern HES (SW5).
+ Portions of the site along the eastern boundary (Catchments 12 and 22) appear to have the potential to be
released at a non-approved discharge location:
o Based on the analysis of aerial photography, these catchments seem to be predominantly ‘clean’ due
to the extent of vegetation.
o Further investigation may be required to ensure the requirements of the permit are being met in relation
to approved discharge points.
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Table 2 – Catchment Details
CATCH AREA MIN. ELEVATION MAX. ELEVATION AVERAGE SLOPE 25 %ILE SLOPE
ID (ha) (m AHD) (m AHD) (%) (%)
1 0.47 12.7 15.2 3.2 1.6
2 1.72 13.2 16.9 5.9 2.0
3 0.52 13.0 17.2 12.4 3.6
4 1.22 11.1 15.6 10.9 3.5
5 3.33 11.4 17.8 6.3 1.2
6 2.15 11.3 17.7 3.0 0.7
7 0.85 14.3 19.8 15.2 3.1
8 1.01 13.8 19.8 8.4 2.0
9 3.73 13.8 40.3 19.2 14.8
10 3.28 15.6 40.1 13.3 6.4
11 2.96 14.6 40.5 14.1 5.7
12 0.40 16.6 21.7 10.2 3.4
13 1.00 16.2 30.1 22.4 5.6
14 3.05 16.8 37.7 16.0 6.3
15 1.88 17.4 39.6 13.9 8.6
16 2.21 18.0 37.7 10.9 3.6
17 2.49 19.5 36.3 13.2 4.7
18 0.35 23.3 28.3 14.8 6.6
19 1.75 19.0 28.4 15.8 5.5
20 1.23 20.0 26.2 12.0 5.7
21 4.33 16.7 30.6 9.7 2.9
22 1.19 16.9 30.4 20.0 3.3
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E RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN TOPO.
Table 2 - Catchment Details
CATCH AREA MIN. ELEVATION MAX. ELEVATION AVERAGE SLOPE 25 %ILE SLOPE
ID (ha) (m AHD) (m AHD) (%) (%)
1 0.47 12.7 15.2 3.2 1.6
2 1.72 13.2 16.9 5.9 2.0
3 0.52 13.0 17.2 12.4 3.6
4 1.22 11.1 15.6 10.9 3.5
5 3.33 11.4 17.8 6.3 12
6 2.15 11.3 17.7 3.0 0.7
7 0.85 14.3 19.8 15.2 3.11
8 1.01 13.8 19.8 8.4 2.0
9 3.73 13.8 40.3 19.2 14.8
10 3.28 15.6 40.1 13.3 64
11 2.96 14.6 40.5 141 5.7
12 0.40 16.6 217 10.2 3.4
13 1.00 16.2 30.11 22.4 5.6
14 3.05 16.8 377 16.0 6.3
15 1.88 17.4 39.6 13.9 8.6
16 2.21 18.0 377 10.9 3.6
17 2.49 19.5 36.3 13.2 47
18 0.35 23.3 28.3 14.8 6.6
19 175 19.0 28.4 15.8 5.5
20 1.23 20.0 26.2 12.0 5.7
21 4.33 16.7 30.6 9.7 29
22 1.19 16.9 30.4 20.0 3.3
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN Figure 5 – Existing Drainage Features 3.1. PREVIOUS DESIGNS & UPGRADES 3.1.1. SW5 HES BASIN Previous modelling and designs were undertaken by Topo for a Type A HES for the southern catchment, being directed to the SW5 outlet. The basin was designed for a 4.5 ha catchment, with a clean water diversion drain sized for a maximum 6.2 ha catchment to divert clean water flows around the basin. Drains were sized for the 1 in 10 year ARI critical storm. The basin was assessed using a MUSIC water-balance model against the EA requirement to treat 90 % of annual runoff. The modelling demonstrated 90.3 % annual runoff treatment is achieved, exceeding the performance of a 10 year 24 hour traditional basin (85.2 %). The basin includes automatic flocculant dosing and a monitoring system reading turbidity, pH, electrical conductivity and dissolved oxygen, linked to a power-actuated outlet valve that closes when readings fall outside the EA release limits. Refer to Appendix B – Design Report & Maintenance and Inspection Plan: Noosa Landfill – Clean Water Drain & High- Efficiency Sediment Basin (SW5) for further details. Environment. Engineering. Education. PAGE 10
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN
4 FUTURE WORKS
4.1. PROPOSED NORTHERN PRECINCT DEVELOPMENT
The northern portion of the site is proposed for redevelopment as part of the Doonan Landfill Resource Recovery Facility
upgrade (Stage 1A). The proposed works, as summarised in Table 2, comprise a composting facility, new site offices and
amenities, internal access roads, drainage. A new a HES basin is also proposed and will discharge runoff to release point
SW2. Additional details, including detailed civil and stormwater design, are being undertaken by Covey Associates.
Table 2 – Proposed Northern Precinct Works
ELEMENT DESCRIPTION
Composting facility In-vessel composting (IVC) facility for green organics to be located adjacent to the RRA pad.
New transfer station building with associated site office and amenities (Sherson Architecture
Site offices and amenities
concept design, 2026), public and customer weighbridges, and gravel hardstand parking.
Reconfigured internal access roads and site entrance, including a 5.0 m x 2.4 m reinforced
Roads
concrete box culvert (RCBC) crossing on the site entrance.
Earthworks and drainage infrastructure, including overland flow (clean-water) swales to divert
Drainage external catchment runoff around the site and convey local flows, with dirty-water drainage
directed to the HES basin.
Type A HES basin (Covey Associates, 2026) with a surface area of approximately 2,733 m²,
High efficiency sediment treating approximately 6.0 ha, with optional constructed floating wetlands for nutrient polishing.
basin Designed for controlled release in accordance with EA Condition WT2 (TSS not exceeding 50
mg/L) at SW2.
For further details, please refer to the extract of the Doonan Resource Recovery Development Site Plan presented as
Figure 5.
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN Figure 6 – Site Plan (Source: Covey Project No. 244035, Sheet No. C1002) 4.1.1. SW2 HES BASIN A concept design was undertaken for the HES basin proposed to discharge runoff to SW2. The basin was sized for a 7.83 hectare catchment, with diversion drains designed for the 1 in 10 year ARI event with additional freeboard. A Type A basin is proposed, similar to SW5, and designed to achieve the 90 % annual runoff target. This was demonstrated with water balance modelling in MUSIC. The Covey stormwater management plan and preliminary basins design appears consistent with the concept design that was provided and is therefore considered appropriate for the northern portion of the site. For further details, refer to the concept design report included as Appendix C - Concept Design Report – HES Basin and Drainage: Noosa Landfill – RRA (Topo R3341). 4.1.2. LOW EROSION RISK AREAS Per the requirements of DETSI 2025, runoff from low erosion risk areas, such as the Cleanaway Depot, Reviva Centre, and areas surrounding the transfer station can be treated in bioretention systems designed to achieve load-based reduction targets of 80 %, 60 % and 45 % for TSS, TP and TN respectively. MUSIC modelling will be undertaken as the design of these areas progresses. Typically, bioretention systems require approximately 1.5 % of the contributing catchment area to be provided as filter media, with extended detention depths of 200 to 300 mm typically provided. Subject to final levels, saturated zones may be required to discharge runoff from the treatment systems. All designs will be undertaken in accordance with the IPWEAQ Water Sensitive Urban Design. Typical sections provided by IPWEAQ are included as Figure 6 and Figure 7, for a conventional and a saturated filter media system. Refer to Appendix D for further details. Environment. Engineering. Education. PAGE 12
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN Figure 7 – Typical conventional bioretention system profile (Extract IPWEAQ Drawing DS073) Figure 8 – Typical unconstrained saturated zone bioretention system profile (Extract from Drawing DS070). Environment. Engineering. Education. PAGE 13
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN
5 SITE INSPECTION AND MONITORING
SMPs should be considered live documents that in some instances will require review and updating as site conditions
change, or if the adopted measures fail to achieve the required treatment standard.
Site inspections and monitoring are to be undertaken as detailed below. When a site inspection detects a notable failure
in the adopted drainage or other ESC measures, the source of this failure must be reported, investigated and appropriate
amendments made.
Best practice site management requires all ESC measures to be inspected at the following frequencies and include the
following checks as a minimum:
Daily site inspections (during rainfall)
+ All drainage, erosion and sediment control measures
+ Occurrences of excessive sediment deposition (whether on-site or off-site)
+ All site discharge points (including dewatering activities as appropriate)
Weekly site inspections (even if work is not occurring on-site)
+ All drainage, erosion and sediment control measures
+ Occurrences of excessive sediment deposition (whether on-site or off-site)
+ Occurrences of litter or sediment placed, deposited, or washed from the site, including deposition by vehicular
movements
+ Oil, fuel and chemical storage facilities
Following runoff producing rainfall (within 18 hours of rainfall event)
+ All drainage, erosion and sediment control measures
+ Occurrences of excessive sediment deposition (whether on-site or off-site)
+ Occurrences of litter or sediment placed, deposited, or washed from the site, including deposition by vehicular
movements
Environment. Engineering. Education. PAGE 14
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN
6 RECOMMENDATIONS
The following recommendations are made as landfilling operations continue across the site and design of the northern
precinct redevelopment continues.
+ Assess the catchments within the active filling zones and ensure all disturbed areas are being directed to an
appropriately sized sediment control.
+ Inspect the eastern boundary on the edges of Catchments 12 and 22 and ensure all runoff has been managed
in accordance with the site permit and discharged at an appropriate location.
+ Implement the recommendations of the Topo concept design and Covey stormwater management plan for the
upgraded HES basin at SW2.
+ Investigate options for the treatment of runoff from low erosion risk areas in the northern portion of the Doonan
Landfill Resource Recovery Facility, which is likely to be bioretention systems.
+ Ensure all drainage for the Doonan Resource Recovery development is designed to convey peak flows associated
with the 1 in 10 year (10% AEP) event per DETSI 2025, or as required to ensure the necessary flow rates are
conveyed to the HES basin to achieve the annual runoff treatment percentage necessary.
Environment. Engineering. Education. PAGE 15
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN 7 REFERENCES Covey Associates Pty Ltd, 2026. Stormwater Management Plan – Doonan Landfill, 561 Eumundi-Noosa Road, Doonan (244035, M26-0032Rpt, Issue A), Maroochydore: Covey Associates Pty Ltd. Covey Associates Pty Ltd, 2026. Flood Impact Assessment – Doonan Landfill (M25-0479Rpt-A), Maroochydore: Covey Associates Pty Ltd. Covey Associates Pty Ltd, 2026. Doonan Resource Recovery Redevelopment – Complete Site Plan (Drawing C1000, Issue F), Maroochydore: Covey Associates Pty Ltd. Department of the Environment, Tourism, Science and Innovation (2025) Guideline: Stormwater and Environmentally Relevant Activities, ESR/2015/1653, Version 1.08, State of Queensland. OREZ, 2026. Noosa Composting Facility – Process Design Strategy (PR25001, Revision 03), OREZ. Sherson Architecture, 2026. Noosa Compost Facility – Conceptual Design, 30% Submission (20260272-CP), Sherson Architecture. Institute of Public Works Engineering Australasia (IPWEAQ), 2017. Queensland Urban Drainage Manual (QUDM), Fourth Edition, Brisbane: IPWEAQ. Noosa Council, 2020. Noosa Plan 2020, Noosa: Noosa Council. Environment. Engineering. Education. PAGE 16
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R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN APPENDIX A CATCHMENT & DRAINAGE PLAN Environment. Engineering. Education. PAGE A
Page 20
SW4
SW5
SW2
LEGEND
MAJOR CONTOURS (5 m)
MINOR CONTOURS (1 m)
CADASTRAL BOUNDARIES
SITE CATCHMENTS
EXTERNAL CATCHMENTS
SW5 DISCHARGE LOCATIONS
CLIENT PROJECT
0 70 COPYRIGHT C NOOSA COUNCIL NOOSA RESOURCE RECOVERY CENTRE
TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
SCALE 1: 3500 THIS DOCUMENT MAY NOT BE COPIED OR SC SC 22-09-2026 STORMWATER MANAGEMENT PLAN
ISSUED FOR USE TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE SC 22-09-2026 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) CATCHMENT PLAN
A3
H
THE WRITTEN CONSENT OF TOPO GROUP PROJECT No DRAWING No REVISION
RT
O
REVISION DESCRIPTION APPROVED BY DATE 26-0293 D01 A
N
PTY LTD. CPESC NO. 6,599 RPEQ NO. 15,545
Page 21
HES BASIN
(SW5)
)
W2
(S
IN
AS
SB
HE
LEGEND
MAJOR CONTOURS (5 m)
MINOR CONTOURS (1 m)
CADASTRAL BOUNDARIES
UNDERGROUND DRAINAGE
OPEN DRAINS
DIVERSION BUNDS
ROCK-LINED BATTER CHUTES
CLIENT PROJECT
0 70 COPYRIGHT C NOOSA COUNCIL NOOSA RESOURCE RECOVERY CENTRE
TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
SCALE 1: 3500 THIS DOCUMENT MAY NOT BE COPIED OR SC SC 22-09-2026 STORMWATER MANAGEMENT PLAN
ISSUED FOR USE TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE SC 22-09-2026 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) DRAINAGE PLAN
A3
H
THE WRITTEN CONSENT OF TOPO GROUP PROJECT No DRAWING No REVISION
RT
O
REVISION DESCRIPTION APPROVED BY DATE 26-0293 D02 A
N
PTY LTD. CPESC NO. 6,599 RPEQ NO. 15,545
Page 22
R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN APPENDIX B SW5 DESIGN REPORT Environment. Engineering. Education. PAGE B
Page 23
DESIGN REPORT & MAINTENANCE
AND INSPECTION PLAN
NOOSA LANDFILL – CLEAN WATER DRAIN &
HIGH-EFFICIENCY SEDIMENT BASIN (SW5)
CLIENT: NOOSA SHIRE COUNCIL
DOCUMENT NUMBER: R1767
VERSION: IFC
DATE: 05/10/21
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R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN
TABLE OF CONTENTS
1 INTRODUCTION 1
2 CATCHMENT AND STAGING 1
3 DRAINAGE DESIGN 1
3.1. DIVERSION DRAIN TO BASIN 1
3.2. INLET DRAIN FOR DOSING 1
3.3. LEVEL SPREADER WEIR 1
3.4. DECANT STRUCTURE 1
3.5. EMERGENCY SPILLWAY 1
3.6. CLEAN WATER DIVERSION DRAIN 2
3.6.1. MANNINGS ROUGHNESS SENSITIVITY ANALAYSIS 2
4 BASIN VOLUME AND SIZE 2
4.1. EA REQUIREMENT 2
4.2. ASSESSMENT APPROACH 2
4.3. HISTORIC RAINFALL PERIOD 2
4.4. CATCHMENT 2
4.5. CATCHMENT LOSSES 3
4.5.1. 10 YEAR 24 HOUR TRADITIONAL BASIN 3
4.5.2. TYPE A HES BASIN 3
4.6. BASIN OPERATION APPROACH 3
4.6.1. 10 YEAR 24 HOUR TRADITIONAL BASIN 3
4.6.2. TYPE A HES BASIN 3
4.7. RESULTS 3
5 HYDROLOGIC & HYDRAULIC MODELLING 3
5.1. RAINFALL 4
5.2. PEAK FLOW RATE 4
5.4. PEAK FLOW DEPTHS 6
6 OPERATION & MAINTENANCE 7
6.1. DOSING SYSTEM 7
6.2. MONITORING SYSTEM 7
6.3. SEDIMENT BASIN 7
6.3.1. FOREBAY 7
6.3.2. MAIN CELL 8
6.4. DESIGN EVENT & COMPLIANCE 8
APPENDIX A – CATCHMENTS & STAGING 9
APPENDIX B – BASIN CALCULATIONS 10
Environment. Engineering. Education PAGE ii
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R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN 1 INTRODUCTION This design report applies to proposed construction of the Southern Clean Water Drain and the High-Efficiency Sediment Basin located at outlet SW5. This design report has been provided to detail catchments, staging and operational requirements for the proposed sediment basin and clean water drain. 2 CATCHMENT AND STAGING The maximum catchment assumed to drain to the sediment basin is 4.5 hectares. This will occur as Cell 3.2 and 3.3 is formed and can grade to the basin. It should be noted that to minimise the size of the basin, Cell 3.2 and 3.3 is required to be split into quadrants to ensure the maximum catchment to the basin is not exceeded. This will allow a maximum of half of Cell 3.2 and 3.3 to be graded to the basin. The maximum catchment grading to the clean water drain is 6.2 hectares. This will occur once Cell 1.1 and Cell 2.2 are capped and stabilised. The maximum catchment defined does not include the additional 4.5 hectares grading to the sediment basin which will overtop into the final portion of the clean water drain. For assessment purposes, this additional catchment has been included in the assessment of the downstream portion of the clean water drain. Details on Catchments and Staging is provided in Appendix A. 3 DRAINAGE DESIGN 3.1. DIVERSION DRAIN TO BASIN The diversion drain to the basin has been sized for the 1 in 10 year ARI critical storm event in accordance with the Guideline - Stormwater and environmentally relevant activities (DES, 2019). The Environmental Authority (EPPR01855314) also specifies that the design event for temporary drainage works to convey waters to the sediment basin and around disturbance areas is a 1 in 10 year ARI event plus 150mm freeboard for > 24 months disturbance. To cater for the 4.5 hectare catchment and flat grade, a 3m wide turf lined drain with a minimum depth of 700mm including freeboard is required. Refer to Section 5 for hydraulic modelling undertaken. 3.2. INLET DRAIN FOR DOSING To improve accuracy of flow depth measurement, the drain width at the dosing point has been reduced to 0.7m by increasing the longitudinal grade from 0.7% to 3% and providing a concrete lining. The inlet drain has also been sized for the 1 in 10 year ARI critical storm event in accordance with the Guideline - Stormwater and environmentally relevant activities (DES, 2019). Refer to Section 5 for hydraulic modelling undertaken. 3.3. LEVEL SPREADER WEIR The level spreader is the weir in between the forebay and main cell. The level spreader has been sized for the 100 year ARI critical storm event which is in excess of the 50 year ARI required in accordance with the Guideline - Stormwater and environmentally relevant activities (DES, 2019). The level spreader has a width of 16 m and is concrete lined with a full width concrete chute. The maximum water depth across the weir in a 100 year ARI is 190 mm. Refer to Section 5 for hydraulic modelling and Appendix B for calculations undertaken. 3.4. DECANT STRUCTURE The decant structure has been designed in accordance with Appendix B - Sediment Basins (IECA, 2018). In accordance with Table 5 of the document a maximum decant flow rate of 9L/s/ha has been adopted. To achieve a total of 40.5L/s through the decant arms, a total of 13 decant arms would be required utilising the standard of 200 holes with a diameter of 10mm. To reduce the number of arms to a pracital number, 17mm diameter holes are to be utilsied to increase the flow rate to approximately 13L/s per arm, allowing the use of 3 arms and a single manhole structure. 3.5. EMERGENCY SPILLWAY The emergency spillway from the main cell has been sized for the 100 year ARI critical storm event which is in excess of the 50 year ARI required in accordance with the Guideline - Stormwater and environmentally relevant activities (DES, Environment. Engineering. Education. PAGE 1
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R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN
2019). The spillway has a width of 15 m and is concrete lined with a rock chute and dissipater. The maximum water depth
across the weir in a 100 year ARI is 170 mm.
Refer to Section 5 for hydraulic modelling and Appendix B for calculations undertaken.
3.6. CLEAN WATER DIVERSION DRAIN
The clean water diversion drain has been sized for the 1 in 10 year ARI critical storm event in accordance with the Guideline
- Stormwater and environmentally relevant activities (DES, 2019).
To cater for the maximum 6.2 hectare catchment and flat grade, a 3m wide turf lined drain with a minimum depth of
500mm to 700mm including freeboard is required. Refer to Section 5 for hydraulic modelling undertaken.
3.6.1. MANNINGS ROUGHNESS SENSITIVITY ANALAYSIS
An analysis of the sensitivity of flood depths with the clean water drain was undertaken based on a fully turfed drain vs
a turf lined base with vegetated batters. A Manning’s roughness of 0.15 was adopted as a worst case scenario for the
planted batters.
The sensitivity analysis indicate a flood depth increase ranging from 30mm to 80mm in the drain, however, all flows will
be contained within the drain indicating no concern in regards to planting batters from a flow conveyance position.
4 BASIN VOLUME AND SIZE
4.1. EA REQUIREMENT
The Environmental Authority (EPPR01855314) specifies that site erosion protection measures and sediment control
measure must be implemented to have the hydraulic effectiveness to treat stormwater for 90% of the annual runoff for
each stormwater catchment.
4.2. ASSESSMENT APPROACH
An assessment of a Type A High-Efficiency Sediment basin was undertaken utilising the MUSIC (Model for Urban
Stormwater Improvement Conceptualisation) software as a water balance model to determine the percentage of annual
runoff discharged from the decant structure rather than over the emergency spillway. In accordance with IECA (2018),
Type A basins are sized to allow the design event runoff to discharge (treated) from the decant structure with any runoff
overtopping the emergency spillway to be considered over-design. The MUSIC analysis was undertaken for three Type
A sediment basin design events (and corresponding basin sizes):
+ 1 year ARI, 24 hour (short-term design event in accordance with IECA (2018))
+ 2 year ARI, 24 hour
+ 5 year ARI, 24 hour (long-term design event in accordance with IECA (2018))
In addition, a comparison of the effectiveness of a 10 year 24 hour traditional sediment basin was undertaken using a
water balance model to determine the percentage of annual runoff that would be captured and treated by the basin.
This assessment is not required to determine the size of the Type A sediment basin, however, provides some additional
justification for achieving a 90% annual runoff treatment target.
4.3. HISTORIC RAINFALL PERIOD
The models utilised 10 years of historic rainfall from the Cooroy Composite Station (Station ID 40059) for the period
between 1/1/1973 – 31/12/1983. This period is considered representative of historic rainfall and is in accordance with the
Water By Design MUSIC Modelling Guidelines. A 6 minute timestep was utilised in the HES basin assessment, where a
daily rainfall total was utilised from the Station data for the traditional basin assessment.
4.4. CATCHMENT
A 1 hectare catchment was assessed. A range of catchment sizes were also assessed for the HES basin model as a
sensitivity analysis. It was found that that catchment size did not significantly affect the annual runoff treatment
performance.
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R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN
4.5. CATCHMENT LOSSES
4.5.1. 10 YEAR 24 HOUR TRADITIONAL BASIN
A sensitivity analysis of a range of Initial and Ongoing losses was undertaken for the water balance model. As the losses
associated with rainfall also affected the basin size (traditional basin size is calculated based on catchment size, design
rainfall depth and rainfall loss) it was found that the losses adopted had minimal effect on the percentage of annual
runoff treated with performance ranging from 83.4 – 85.5%.
4.5.2. TYPE A HES BASIN
To ensure the HES basin model catchment runoff was consistent with the traditional basin model, the fraction impervious
in the source node was modified to ensure the total annual runoff was equivalent to the traditional basin model. This
was undertaken for a range of losses utilised in the traditional basin model for comparison purposes.
4.6. BASIN OPERATION APPROACH
4.6.1. 10 YEAR 24 HOUR TRADITIONAL BASIN
For the purpose of the model, it was assumed that only runoff that was captured and had 5 consecutive days of no
runoff (i.e. minimal rainfall) would achieve treatment and release and could be considered treated. If further rainfall
occurred within the 5 succeeding days, then it was assumed the basin had not been dewatered and the basin would
continue to fill or overtop if that capacity had been reached. Any runoff that overtopped the spillway was considered to
be untreated.
4.6.2. TYPE A HES BASIN
For the purpose of the model, an outlet pipe was sized in the MUSIC model based on the proposed decant outlet rate
in accordance with IECA (2018). All runoff discharging from the decant structure was considered treated with any runoff
overtopping the spillway to be considered untreated. This is in accordance with the design approach detailed in IECA
(2018).
4.7. RESULTS
The results below show the percentage of annual runoff treated for a range of basin types sized in accordance with IECA
(2018).
Table 1 – Performance of 10 year 24 hour basin vs HES basins with various design events
Percentage of
Annual Runoff
Treated
1 in 10 year 24 hour traditional basin 85.2%
1 in 1 year 24 hour Type A basin (HES) 90.3%
1 in 2 year 24 hour Type A basin (HES) 93.0%
1 in 5 year 24 hour Type A basin (HES) 96.3%
Based on the results provided, a 1 in 1 year ARI Type A basin will exceed the performance of a 10 year 24 hour traditional
sediment basin and also achieve the 90% requirement of annual runoff treatment specified in the Environmental
Authority.
5 HYDROLOGIC & HYDRAULIC MODELLING
Hydrologic and hydraulic modelling has been carried out using the XP-Storm software. Drain sections have been
modelled as per the design plans for the 10 % AEP and 1 % AEP events. The layout of the model is illustrated as Figure
1, showing the clean and dirty water drains.
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R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN
Figure 1 – XP Model for Drainage Assessment
5.1. RAINFALL
Modelling was undertaken for 10 % and 1 % Annual Exceedance Probability (AEP) storm events for durations between 15
minutes and 3 hours. Intensity Frequency Duration (IFD) data for the hydrologic modelling was obtained from the Bureau
of Meteorology website, and has been developed in accordance with Australian Rainfall and Runoff (ARR) 2016. The IFD
data is summarised in Table 2.
Table 2 – Intensity Frequency Duration Data
DURATION (mins) 10 % AEP (MM/HR) 1 % AEP (MM/HR)
15 152.0 217.0
20 133.0 191.0
25 119.0 172.0
30 108.0 158.0
45 87.1 129.0
60 74.2 112.0
90 59.0 90.7
120 50.1 78.1
180 39.8 63.3
5.2. PEAK FLOW RATE
A range of design storm durations was assessed to ensure the critical duration event was taken into consideration. The
Guideline - Stormwater and environmentally relevant activities (EHP, 2014) requires that high erosion hazard sites
implement the following design and management measures:
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R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN
+ All concentrated stormwater flows (including ‘clean’ stormwater and ‘dirty’ stormwater) should have
concentrated flow paths, such as drainage lines, diversion drains, channels and batter chutes (where applicable)
which have been designed, constructed, effectively armoured and maintained to convey the runoff from events
up to and including the average recurrence interval (ARI) of 1 in 10 year critical duration ARI storm event without
causing water contamination, sheet, rill or gully erosion, sedimentation, or damage to structures or property.
The Environmental Authority (EPPR01855314) also specifies that the design event for temporary drainage works to convey
waters to the sediment basin and around disturbance areas is a 1 in 10 year ARI event plus 150mm freeboard for > 24
months disturbance. Design has been undertaken to ensure this criteria is satisfied, with an additional assessment of the
1 % AEP (100 year ARI) undertaken as a sensitivity analysis on flow depth within the drains.
The peak flow rates for locations within the drains are detailed below in Table 3.
Table 3 – Peak Flow Rates & Velocities
PEAK FLOW (M3/S) – UPSTREAM OF NODE MAX. VELOCITY (M/S) – UPSTREAM OF NODE
LOCATION
10% AEP 1% AEP 10% AEP 1% AEP
CH0 - - - -
CH100 1.443 2.470 0.766 0.906
CH132 1.442 2.465 1.245 1.464
CH282 1.418 2.412 0.762 0.885
CH430 1.955 3.316 0.831 0.976
CH523 1.950 3.306 1.394 1.635
CH558 3.404 5.739 1.187 1.394
CH623 3.499 5.902 1.797 2.101
CH668 3.498 5.900 1.435 1.687
CH716 3.472 5.858 0.796 0.940
HES DWD - - - -
Doser Inlet 1.530 1.915 0.774 0.910
Forebay 1.530 1.916 3.856 4.448
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R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN
5.4. PEAK FLOW DEPTHS
An assessment of depth within the clean water and dirty water drains is detailed below in Table 4.
Table 4 – Depth Assessment
10 % AEP 1 % AEP
INVERT LEVEL
NODE PEAK WATER LEVEL DEPTH PEAK WATER LEVEL DEPTH
(m AHD)
(m AHD) (M) (m AHD) (M)
CH0 25.263 25.683 0.420 25.812 0.549
CH100 24.563 24.830 0.267 24.920 0.357
CH132 23.636 24.028 0.392 24.154 0.518
CH282 22.631 23.127 0.496 23.273 0.642
CH430 21.550 21.843 0.293 21.939 0.389
CH523 18.100 18.664 0.564 18.823 0.723
CH558 17.749 18.172 0.423 18.299 0.550
CH623 15.350 15.705 0.355 15.825 0.475
CH668 14.210 14.747 0.537 14.920 0.710
CH716 14.000 14.565 0.565 14.733 0.733
HES DWD 21.600 22.115 0.515 22.257 0.657
Doser Inlet 21.000 21.304 0.304 21.396 0.396
Forebay 20.700 21.000 0.300 21.100 0.400
Calculations for rock sizing, weir sizing and rock dissipaters are provided in Appendix B.
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R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN
6 OPERATION & MAINTENANCE
The SW5 High Efficiency Sediment (HES) basin is to have both dosing and monitoring systems installed.
6.1. DOSING SYSTEM
The dosing system will read real time flow rates and dose the applicable volume of the Coagulant/Flocculant into the
inflow stream as it passes the dosing point. The data collected is to be sent to a cloud-based data platform for storage
and future interrogation.
Maintenance and operation of the dosing system is to be detailed by the dosing system supplier.
6.2. MONITORING SYSTEM
The monitoring system will read real time water quality parameters such as:
• Turbidity,
• pH,
• Electrical Conductivity, and
• Dissolved Oxygen.
The monitoring system is to also control a power actuated valve on the outlet to the basin. When the water quality
readings are outside the site’s environmental approval conditions the valve will close, stopping any potential outflows
from occurring.
All data collected from the monitoring and shut-off valve is to be sent to a cloud-based data platform for storage and
future interrogation.
Maintenance and operation of the monitoring system is to be detailed by the monitoring system supplier.
Figure 2 – Typical Dosing and Monitoring Setup (Source: Turbid)
6.3. SEDIMENT BASIN
6.3.1. FOREBAY
The Forebay will require clean out periodically. Access into the ramp can be gained from the defined access track.
Dewatering into the main cell is recommended if the forebay is to be drained to remove sediment. A sump has been
located in the north western corner of the forebay to assist in desilting. Desilting is recommended to be undertaken once
accumulation is causing large resuspension with inflows. This may be at approximately 50% full.
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R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN
Desilting is not a requirement from a compliance point, with the forebay acting as a mixing mechanism rather than a
storage or treatment volume.
6.3.2. MAIN CELL
The main cell has a defined sediment storage volume between RL 18.30 and RL 18.60. A sump has been located in the
northern corner of the main cell to assist in desilting. Desilting is recommended to be undertaken once accumulation is
50% of the sediment storage zone. A marker post is to be installed to monitor the depth of sediment accumulation.
6.3.3. EQUIPMENT FOR CLEAN-OUT
The concrete specification has been designed based on access via a rubber wheel/tracked Posi-track. The concrete ramps
and floor of the basin are not to be accessed by larger equipment which may exceed the design loadings.
6.4. DESIGN EVENT & COMPLIANCE
The sediment basin has been sized as a Type A sediment basin with a design event of a 1 year ARI 24 hour storm event
equating to 136mm in 24 hours. If this event is exceeded, it is expected that outflows may exceed the EA requirements.
For events under the nominated design event, outflows are to be in accordance with the EA requirements. Where the
sediment basin is not adhering to the water quality requirements, interrogation of dosing and monitoring data should
be undertaken or advice sought from a specialist.
Table 5 – WT2 EA water quality requirements for controlled releases
PARAMETER RELEASE LIMIT COMMENTS
pH 6.5 -9 .0 Real-Time included on Monitoring Station
Specific Conductance < 1500 uS/cm Real-Time included on Monitoring Station
Dissolved Oxygen > 6 mg/L Real-Time included on Monitoring Station
Total & Dissolved Aluminium N/A Sampling to be manual by NSC
Suspended Solids < 50 Cannot measure in the field. Correlation with
Turbidity to be gained by > 5 sampling events
during initial releases from basin.
Turbidity Correlation Correlation to be undertaken if not currently
used
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R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN APPENDIX A – CATCHMENTS & STAGING Environment. Engineering. Education. PAGE 9
Page 34
LEGEND
EXISTING CONTOURS (0.5m)
CATCHMENT BOUNDARY
1 CATCHMENT LABEL
FLOW DIRECTION
BIO FLOWPATH
PROPERTY BOUNDARY
OFFICE
POND SW4
SW4 BYPASS -
STABLE
CLEAN -
HES
INTERNAL
BASIN
CELL 2.2 TO
CLEAN - LEACHATE
EXTERNAL
SW5
CLIENT PROJECT
D CELL NUMBER REVISION KR 20/09/21 0 80 COPYRIGHT C NOOSA SHIRE COUNCIL NOOSA LANDFILL STORMWATER MANAGEMENT PLAN
C FINAL DESIGN REPORT KR 03/06/21 TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
B NEW ATC DESIGN KR 12/04/21
SCALE 1:4000 THIS DOCUMENT MAY NOT BE COPIED OR KR KR 31/03/21 CONCEPT STORMWATER STAGING
ISSUED FOR USE TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE KR 31/03/21 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) OVERALL CATCHMENT PLAN
NORTH
A3 THE WRITTEN CONSENT OF TOPO GROUP CPESC - 5395, RPEQ - 15954 PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE PTY LTD. 20-0211 CONCEPT-01 D
Page 35
LEGEND
EXISTING CONTOURS (0.5m)
CATCHMENT TO BASIN
CATCHMENT TO CWD
1 CATCHMENT LABEL
FLOW DIRECTION
EXISTING FLOWPATH
CLEAN WATER DRAIN
DIRTY WATER DRAIN
PROPERTY BOUNDARY
BATTER FROM EXISTING CELL ACTIVE AREA
LIKELY TO ENTER CELL 2.2
AREA TO BE STABILISED
CELL 2.2 DIRECTED TO LEACHATE UNTIL AREAS CAN
GRADE OUT (LIKELY CROSS-OVER WITH EXPANSION
AS SHOWN IN STAGE 2)
REGRADING OF AREA OR TEMPORARY
BUNDS / DRAINS REQUIRED TO GRADE
RUNOFF TO SEIDMENT BASIN INLET
FINAL / TEMPORARY DRAINAGE PROPOSED SEDIMENT BASIN
PORTION OF CATCHMENT NOT LIKELY TO ENTER REQUIRED TO GRADE RUNOFF TO BASIN
CLEAN WATER DRAIN . AREA HAS BEEN ASSUMED TO
ENTER DRAIN TO BE CONSERVATIVE FOR DRAIN SIZING
STOCKPILE COULD REMAIN AND CLEAN WATER
DRAIN CONTINUED ONCE STOCKPILE IS CATCHMENT TO BASIN - 3.2 HA
REMOVED. CATCHMENTS TO CLEAN WATER
DRAIN AND BASIN ARE ASSUMED WORST CASE
INLET TO BASIN RL 21.1
CLEAN WATER DRAIN
CATCHMENT TO DRAIN - 3.6 HA
(EXCLUDING OVERTOP FROM BASIN)
CLIENT PROJECT
D CELL NUMBER REVISION KR 20/09/21 0 40 COPYRIGHT C NOOSA SHIRE COUNCIL NOOSA LANDFILL STORMWATER MANAGEMENT PLAN
C FINAL DESIGN REPORT KR 03/06/21 TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
B NEW ATC DESIGN KR 12/04/21
SCALE 1:2000 THIS DOCUMENT MAY NOT BE COPIED OR KR KR 31/03/21 STORMWATER MANAGEMENT - SOUTH
ISSUED FOR USE TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE KR 31/03/21 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) STAGE 1
NORTH
A3 THE WRITTEN CONSENT OF TOPO GROUP CPESC - 5395, RPEQ - 15954 PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE PTY LTD. 20-0211 CONCEPT-02 D
Page 36
LEGEND
EXISTING CONTOURS (0.5m)
CATCHMENT TO BASIN
CATCHMENT TO CWD
1 CATCHMENT LABEL
FLOW DIRECTION
EXISTING FLOWPATH
CLEAN WATER DRAIN
DIRTY WATER DRAIN
PROPERTY BOUNDARY
BATTER FROM EXISTING CELL ACTIVE AREA
LIKELY TO ENTER CELL 2.2
AREA TO BE STABILISED
CELL 1.1 AND 2.2 TO BE EXPANDED. UNTIL WASTE IS
ABOVE SURROUNDING GROUND LEVEL, CAPTURED
RUNOFF TO BE PUMPED TO LEACHATE TANKS
REGRADING OF AREA OR TEMPORARY
BUNDS / DRAINS REQUIRED TO GRADE
RUNOFF TO SEIDMENT BASIN INLET
FINAL / TEMPORARY DRAINAGE PROPOSED SEDIMENT BASIN
PORTION OF CATCHMENT NOT LIKELY TO ENTER REQUIRED TO GRADE RUNOFF TO BASIN
CLEAN WATER DRAIN . AREA HAS BEEN ASSUMED TO
ENTER DRAIN TO BE CONSERVATIVE FOR DRAIN SIZING
STOCKPILE COULD REMAIN AND CLEAN WATER
DRAIN CONTINUED ONCE STOCKPILE IS CATCHMENT TO BASIN - 4.0 HA
REMOVED. CATCHMENTS TO CLEAN WATER
DRAIN AND BASIN ARE ASSUMED WORST CASE
INLET TO BASIN RL 21.1
CLEAN WATER DRAIN
CATCHMENT TO DRAIN - 3.6 HA
(EXCLUDING OVERTOP FROM BASIN)
CLIENT PROJECT
D CELL NUMBER REVISION KR 20/09/21 0 40 COPYRIGHT C NOOSA SHIRE COUNCIL NOOSA LANDFILL STORMWATER MANAGEMENT PLAN
C FINAL DESIGN REPORT KR 03/06/21 TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
B NEW ATC DESIGN KR 12/04/21
SCALE 1:2000 THIS DOCUMENT MAY NOT BE COPIED OR KR KR 31/03/21 STORMWATER MANAGEMENT - SOUTH
ISSUED FOR USE TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE KR 31/03/21 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) STAGE 2
NORTH
A3 THE WRITTEN CONSENT OF TOPO GROUP CPESC - 5395, RPEQ - 15954 PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE PTY LTD. 20-0211 CONCEPT-03 D
Page 37
LEGEND
EXISTING CONTOURS (0.5m)
CATCHMENT TO BASIN
CATCHMENT TO CWD
1 CATCHMENT LABEL
FLOW DIRECTION
EXISTING FLOWPATH
CELL 3.2 & 3.3 BEING CONSTRUCTED AND SELF
CONTAINED (NO FLOW TO BASIN). CAPTURED
RUNOFF CAN BE PUMPED TO HES BASIN CLEAN WATER DRAIN
DIRTY WATER DRAIN
PROPERTY BOUNDARY
ACTIVE AREA
AREA TO BE STABILISED
CELL 1.1 AND 2.2 TO
CAPACITY
BE EXPANDED.
REACHEDUNTIL WASTE IS
AND BEING
ABOVE SURROUNDING
CAPPED ANDGROUND
LANDSCAPED
LEVEL, CAPTURED
RUNOFF TO BE PUMPED TO LEACHATE TANKS
FINAL / TEMPORARY DRAINAGE PROPOSED SEDIMENT BASIN
PORTION OF CATCHMENT NOT LIKELY TO ENTER REQUIRED TO GRADE RUNOFF TO BASIN
CLEAN WATER DRAIN . AREA HAS BEEN ASSUMED TO
ENTER DRAIN TO BE CONSERVATIVE FOR DRAIN SIZING
STOCKPILE COULD REMAIN AND CLEAN WATER
DRAIN CONTINUED ONCE STOCKPILE IS CATCHMENT TO BASIN - 3.2 HA
REMOVED. CATCHMENTS TO CLEAN WATER
DRAIN AND BASIN ARE ASSUMED WORST CASE
INLET TO BASIN RL 21.1
CLEAN WATER DRAIN
CATCHMENT TO DRAIN - 3.6 HA
(EXCLUDING OVERTOP FROM BASIN)
CLIENT PROJECT
D CELL NUMBER REVISION KR 20/09/21 0 40 COPYRIGHT C NOOSA SHIRE COUNCIL NOOSA LANDFILL STORMWATER MANAGEMENT PLAN
C FINAL DESIGN REPORT KR 03/06/21 TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
B NEW ATC DESIGN KR 12/04/21
SCALE 1:2000 THIS DOCUMENT MAY NOT BE COPIED OR KR KR 31/03/21 STORMWATER MANAGEMENT - SOUTH
ISSUED FOR USE TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE KR 31/03/21 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) STAGE 3
NORTH
A3 THE WRITTEN CONSENT OF TOPO GROUP CPESC - 5395, RPEQ - 15954 PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE PTY LTD. 20-0211 CONCEPT-04 D
Page 38
LEGEND
EXISTING CONTOURS (0.5m)
CATCHMENT TO BASIN
CATCHMENT TO CWD
1 CATCHMENT LABEL
FLOW DIRECTION
EXISTING FLOWPATH
CELL 3.2 & 3.3 SPLIT INTO QUADRANTS.
ONCE FLOW CAN BE CONVEYED TO BASIN
A MAXIMUM OF TWO QUADRANTS CLEAN WATER DRAIN
CONVEYED TO BASIN. OTHER QUADRANTS
CAPTURED OR DIRECTED TO CLEAN DIRTY WATER DRAIN
WATER DRAINS - TO BE DETERMINED
THROUGH CELL 3.2 & 3.3 DETAILED DESIGN
PROPERTY BOUNDARY
ACTIVE AREA
AREA TO BE STABILISED
CELL 1.1 AND 2.2 EXPANSION AREAS STABILISED
AND DIRECTED TO CLEAN WATER DRAIN
NEW DIRTY WATER DRAIN
TO CONVEY ACTIVE RUNOFF
TO SEDIMENT BASIN
TIEING IN CLEAN WATER DRAIN BATTER WITH
CELL TRACK OR GRADING TRACK DRAIN INTO
CLEAN WATER DRAIN WILL BE REQUIRED PROPOSED SEDIMENT BASIN
CATCHMENT TO BASIN - 4.5 HA
INLET TO BASIN RL 21.1
CLEAN WATER DRAIN
CATCHMENT TO DRAIN - 6.2 HA
(EXCLUDING OVERTOP FROM BASIN)
CLIENT PROJECT
D CELL NUMBER REVISION KR 20/09/21 0 40 COPYRIGHT C NOOSA SHIRE COUNCIL NOOSA LANDFILL STORMWATER MANAGEMENT PLAN
C FINAL DESIGN REPORT KR 03/06/21 TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
B NEW ATC DESIGN KR 12/04/21
SCALE 1:2000 THIS DOCUMENT MAY NOT BE COPIED OR KR KR 31/03/21 STORMWATER MANAGEMENT - SOUTH
ISSUED FOR USE TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE KR 31/03/21 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) STAGE 4
NORTH
A3 THE WRITTEN CONSENT OF TOPO GROUP CPESC - 5395, RPEQ - 15954 PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE PTY LTD. 20-0211 CONCEPT-05 D
Page 39
R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN APPENDIX B1 – BASIN CALCULATIONS Environment. Engineering. Education. PAGE 10
Page 40
R1767: NOOSA LANDFILL: CLEAN WATER DRAIN AND HES BASIN (SW5) – DESIGN REPORT & MAINTENANCE AND INSPECTION PLAN
1 YEAR ARI 24 HOUR TYPE A SEDIMENT BASIN
NUMBER
JAR TEST
SETTLING DECANT DECANT OF
CATCH DESIGN SETTLE QA QA MINIMUM MINIMUM ACTUAL EMPTY FULL
BATTERS L:W DEPTH IX yr, 24 hr GOVERN DFW MANUAL NUMBER HOLE DECANTS
BASIN ID AREA EVENT AFTER 15 OPTIMUM SELECTED Vs As VS SCOUR SCOUR
(1 IN X) RATIO DS (mm/hr) FACTOR (m) DFW (m) OF DIAMETER REQUIRED
(HA) (ARI) MINUTES (L/s/ha) (L/s/ha) (m3) (m2) (m3) CHECK CHECK
(m) HOLES (mm) FOR QA
(mm)
SELECTED
SW5 4.5 2 3 1.20 1 5.68 100 17 9 1662 486 VOLUME 1662 0.20 0.50 200 17 3.1 OK OK
LEVEL SPREADER
WEIR
MIN. HEIGHT
CATCH AREA TIME OF CONC FLOW - Q SIDE SLOPE 1 U/S WATER TOP WIDTH
BASIN ID ARI CARI IARI BASE WIDTH FREEBOARD (m) SPILLWAY TO
(HA) (MINS) (m3/s) (1 in x) LEVEL (m) (m)
TOB (m)
LEVEL SPREADER Q10 4.5 10 0.7 15 152 1.33 16 2 0.13 0.3 0.43 17.73
LEVEL SPREADER Q100 4.5 100 0.84 15 217 2.28 16 2 0.19 0.3 0.49 17.96
EMERGENCY SPILLWAY
WEIR CHUTE DISSIPATER
SIDE MIN. MEAN
TIME U/S DEPTH DEPTH
CATCH FLOW SLOPE HEIGHT TOP LONG. ROCK MANNING DESIGN ROCK WIDTH
OF BASE WATER FREEBOARD OF WITH WIDTH LENGTH
BASIN ID AREA ARI CARI IARI -Q 1 SPILLWAY WIDTH SLOPE SIZE - D50 ROUGH VEL SIZE - 1
CONC WIDTH LEVEL (m) FLOW F/BOARD 2 (m) (m)
(HA) (m3/s) (1 in TO TOB (m) (m/m) (mm) COEFF (m/s) D50 (m)
(MINS) (m) (m) (m)
x) (m) (mm)
SPILLWAY Q100 4.5 100 0.7 15 217 1.90 15 2 0.17 0.3 0.47 16.90 0.25 93 0.087 1.24 0.10 0.40 100 17.2 17.4 2.1
Environment. Engineering. Education. PAGE 11
Page 41
R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN APPENDIX C RRA (SW2) CONCEPT DESIGN REPORT – HES BASIN AND DRAINAGE Environment. Engineering. Education. PAGE C
Page 42
CONCEPT DESIGN REPORT –
HES BASIN AND DRAINAGE
NOOSA LANDFILL - RRA
CLIENT: NOOSA SHIRE COUNCIL
DOCUMENT NUMBER: R3341
VERSION: A
DATE: 29/04/24
Page 43
R3341: NOOSA LANDFILL: RRA CONCEPT HES BASIN AND DRAINAGE DESIGN REPORT
TABLE OF CONTENTS
1 INTRODUCTION 1
2 CATCHMENT TO BASIN 1
3 DRAINAGE DESIGN 1
3.1. DIVERSION DRAIN TO BASIN 1
4 SEDIMENT BASIN SIZING AND DETAILS 1
4.1. SEDIMENT BASIN SIZE 1
4.2. SEDIMENT BASIN OUTLET 1
APPENDIX A – CATCHMENTS 3
APPENDIX B – BASIN CALCULATIONS 4
APPENDIX C – CONCEPT BASIN DESIGN 6
Environment. Engineering. Education PAGE ii
Page 44
R3341: NOOSA LANDFILL: RRA CONCEPT HES BASIN AND DRAINAGE DESIGN REPORT
1 INTRODUCTION
This concept design report applies to the proposed construction of the RRA High-Efficiency Sediment (HES) Basin located
near the SW2 discharge point. This design report has been provided to detail catchments, and conceptual basin and
drainage sizing and locations.
2 CATCHMENT TO BASIN
The maximum catchment assumed to drain to the sediment basin is 7.83 hectares.
Details on the contributing catchment to the basin is provided in Appendix A.
3 DRAINAGE DESIGN
3.1. DIVERSION DRAIN TO BASIN
The diversion drain to the basin has been sized for the 1 in 10 year ARI critical storm event in accordance with the
Guideline - Stormwater and environmentally relevant activities (DES, 2019). The Environmental Authority (EPPR01855314)
also specifies that the design event for temporary drainage works to convey waters to the sediment basin and around
disturbance areas is a 1 in 10 year ARI event plus 150mm freeboard for > 24 months disturbance.
Conceptual drain sizing is provided in Appendix A.
In addition to the 1 in 10 year ARI (10% AEP) drain sizing, conceptual drain sizing for a 100 year ARI (1% AEP) has also
been provided.
4 SEDIMENT BASIN SIZING AND DETAILS
4.1. SEDIMENT BASIN SIZE
The Environmental Authority (EPPR01855314) specifies that site erosion protection measures and sediment control
measure must be implemented to have the hydraulic effectiveness to treat stormwater for 90% of the annual runoff for
each stormwater catchment.
A design report (Ref: R1767) and HES basin assessment was undertaken in conjunction with the SW5 HES basin design.
The assessment determined a 1 in 1 year ARI Type A basin will exceed the performance of a 10 year 24 hour traditional
sediment basin and also achieve the 90% requirement of annual runoff treatment specified in the Environmental
Authority.
The RRA HES basin was sized in accordance with this assessment with calculations provided in Appendix B with a
Concept design provided in Appendix C.
Noosa Shire Council also requested sediment basin sizes be provided for a 20 year, 50 year and 100 year ARI. The basin
size provided is for the 1 year ARI as detailed above, with the indicative increase in volume for the other storm events
provided below. It should be noted that water quality treatment for a 100 year ARI storm event is very extreme with such
events exceeding drain capacities and also likely to have site wide flooding impacts from local and regional drainage
paths.
+ 1 year ARI ~ 2,900m3 Settling Zone
+ 20 year ARI ~ 19,000m3 Settling Zone
+ 50 year ARI ~ 28,000m3 Settling Zone
+ 100 year ARI ~ 36,000m3 Settling Zone
4.2. SEDIMENT BASIN OUTLET
The outlet of the sediment basin has been determined to be:
+ Piped Outlet from Decant (RL 11.80 USIL, RL 11.56 DSIL)
+ Emergency Spillway (RL 12.80)
The outlet levels were determined in conjunction with NSC to ensure the piped outlet would be above the downstream
levels and the Emergency spillway was above the 100 year ARI flood event of RL 12.64 (Noosa Landfill RRA Flood
Assessment, Hydrology & Water 2022). Due to the piped outlet being below the 1 year to 100 year ARI flood levels, a
Environment. Engineering. Education. PAGE 1
Page 45
R3341: NOOSA LANDFILL: RRA CONCEPT HES BASIN AND DRAINAGE DESIGN REPORT frog flap will be required to ensure no backflows. When flood levels rise, the HES basin will still perform with the pipe blocked with overtops occurring from the emergency spillway as required. As flood levels recede, flows can occur from the piped outlet. Environment. Engineering. Education. PAGE 2
Page 46
R3341: NOOSA LANDFILL: RRA CONCEPT HES BASIN AND DRAINAGE DESIGN REPORT APPENDIX A2 – CATCHMENTS Environment. Engineering. Education. PAGE 3
Page 47
CONCEPT
EROSION DRAINAGECONTROL
AND SEDIMENT & CATCHMENTS
DRAWINGS
NOOSA LANDFILL - RRA BASIN
SITE LOCATION
DRAWING LIST:
D00 - COVER SHEET
D01 - CATCHMENT PLAN
D02 - CONCEPT DRAINAGE - SHEET 1 OF 2
D03 - CONCEPT DRAINAGE - SHEET 2 OF 2
D04 - DRAINAGE CALCULATIONS AND TYPICAL SECTIONS
CLIENT PROJECT
COPYRIGHT C NOOSA COUNCIL NOOSA LANDFILL - RRA BASIN
TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
B REVISION FOLLOWING CLIENT COMMENTS KR 29/04/24
ISSUED FOR USE
THIS DOCUMENT MAY NOT BE COPIED OR KR KR 16/04/24 CONCEPT DRAINAGE AND BASIN
TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE KR 16/04/24 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) COVER SHEET
A3 THE WRITTEN CONSENT OF TOPO GROUP PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE
NORTH
PTY LTD. CPESC - 5395, RPEQ - 15954 24-0078-C D00 B
Page 48
LEGEND:
CATCHMENT BOUNDARY
CLEAN WATER DRAIN
DIRTY WATER DRAIN
CULVERT 9726
CATCHMENT 1 - 6.16 HA 9724
9725
CATCHMENT 2 - 1.04 HA
CATCHMENT 3 - 0.13 HA
CATCHMENT 4 - 0.50 HA
TOTAL - 7.83 HA 9728
1 RL 13.76 AT HEADWALL
9729
9600
RL 13.51 AT HEADWALL
9731
9730
2
9720
9734
DRAINAGE TO BE MODIFIED TO DIVERT
9722
RUNOFF TO CLEAN WATER DRAIN
9721
9604
9700
NEW DRAIN AND PIPE TO TAKE AREA TO BE STABILISED
PAD RUNOFF AND ALLOW
9000
AND BYPASSED TO
OTHER RUNOFF TO BYPASS CLEAN WATER DRAIN
3
4
TOP PAD ESTIMATED AT 5,000m2 MAXIMUM
CLIENT PROJECT
0 50 COPYRIGHT C NOOSA COUNCIL NOOSA LANDFILL - RRA BASIN
TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
B REVISION FOLLOWING CLIENT COMMENTS KR 29/04/24 SCALE 1:2500 THIS DOCUMENT MAY NOT BE COPIED OR KR KR 16/04/24 CONCEPT DRAINAGE AND BASIN
ISSUED FOR USE TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE KR 16/04/24 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) CATCHMENT PLAN
A3 THE WRITTEN CONSENT OF TOPO GROUP PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE
NORTH
PTY LTD. CPESC - 5395, RPEQ - 15954 24-0078-C D01 B
Page 49
FOREBAY LENGTH MAIN CELL LENGTH
LEGEND: LEVEL SPREADER
DECANT SKIMMER
MAXIMUM FROM TOP OF
DRAIN INVERT MIN. CREST MIN. 0.2m
WATER WATER COLUMN
ABOVE SPILLWAY SPILLWAY CREST 12.80
PAD FALL 0.2m ABOVE LEVEL
SPREADER CREST LEVEL
0.3m (MIN)
13.40 13.20 13.00
11.40 EXISTING LEVEL HIGH FLOW
FLOOD LEVELS PROVIDED BY NSC: FLOC SETTLING DEPTH (DF) (OVER
SETTLING ZONE DEPTH (DS) 11.80 - 12.80 SPILLWAY)
Q1 - 12.43
11.42 PROPOSED LEVEL Q2 - 12.44 FREE WATER ZONE (DFF) 11.40 - 11.80 DEPTH (D11.80
T)
SEDIMENT STORAGE DEPTH (DSS) 11.00 - 11.40 11.56
Q10 - 12.51
CLEAN WATER DRAIN Q100 - 12.59 DECANT
LOW FLOW
STRUCTURE
Q100 CC - 12.64 OUTLET
DIRTY WATER DRAIN TYPE A SEDIMENT BASIN TYPICAL SECTION (nts)
11.42
PROPOSED BASIN PROPOSED OUTLET RL 11.56
ALL DRAINS:
- 10% AEP SIZE
11.40 - 0.5% LONG. FALL
- CONCRETE LINED
PROPOSED SPILLWAY RL 12.80 - 1m BASE
- 1 IN 2 SIDE SLOPES
9726
14.15 INVERT
14.80 TOB
13.40 INVERT
14.40 TOB DW3
9724
11.60 DW2
9725
14.25 INVERT
14.70 TOB
13.60
12.00 13.00 14.10
UPSTREAM DRAINAGE
0.5% FALL 14.00 DW4 DIRECTED TO DW4
13.60
EDGE DRAIN AT 0.1% 15.00
14.00
GRADE TO LIMIT FILL
PAD LEVELS ARE INDICATIVE ONLY AND WILL EXISTING DRAINAGE
NEED TO BE REFINED WITH DETAILED DESIGN 14.40 TOO DEEP - NEED TO
0.5% FALL 14.60 INVERT
RAISE DRAINAGE -
9728
DW1 15.05 TOB
13.50 REFER TO SHEET 2
9729
RIDGE 9600
13.50
13.70
14.25
14.10
13.80
9731
9730
13.70
14.50
15.50
14.35 INVERT
14.70 TOB
9720
CLIENT PROJECT
0 30 COPYRIGHT C NOOSA COUNCIL NOOSA LANDFILL - RRA BASIN
TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
B REVISION FOLLOWING CLIENT COMMENTS KR 29/04/24 SCALE 1:1500 THIS DOCUMENT MAY NOT BE COPIED OR KR KR 16/04/24 CONCEPT DRAINAGE AND BASIN
ISSUED FOR USE TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE KR 16/04/24 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) CONCEPT DRAINAGE - SHEET 1 OF 2
A3 THE WRITTEN CONSENT OF TOPO GROUP PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE
NORTH
PTY LTD. CPESC - 5395, RPEQ - 15954 24-0078-C D02 B
Page 50
LEGEND:
PAD FALL
14.60 INVERT
15.05 TOB
11.40 EXISTING LEVEL
11.42 PROPOSED LEVEL
IL 14.50
CLEAN WATER DRAIN
15.60 INVERT
9600
IL 14.61 TWIN 525 DIA. 16.05 TOB
DIRTY WATER DRAIN (TO GAIN COVER OVER PIPE)
CULVERT ACCESS TRACK- 15.84
ACCESS TRACK TO BE RAISED ALONG ENTIRE
TRACK UNLESS CLEAN WATER CULVERT CAN BE
ALTERED DUE TO COVER ISSUES. DIRTY WATER
DW5 16.10 INVERT
DRAIN RAISES 1m (CONCEPT DESIGN) DUE TO
16.50 TOB
COVER REQUIREMENTS AND CURRENT DIRTY
WATER PIPE BEING TOO LOW FOR PROPOSED BASIN SIGNIFICANT FILL TO TRACK
ALONG THIS SECTION
ACCESS TRACK - 15.70
DRAIN TO BE RAISED ALONG
SIDE OF ACCESS TRACK
9734
IL 15.10
ACCESS TRACK - 16.75
16.70 INVERT
IL 15.73 600 DIA. 17.00 TOB
9000
ACCESS TRACK - 17.22 AREA TO BE STABILISED
AND BYPASSED TO
CLEAN WATER DRAIN
NEW CULVERT
10%AEP - 450mm DIA.
1%AEP - 600mm DIA.
CLIENT PROJECT
0 30 COPYRIGHT C NOOSA COUNCIL NOOSA LANDFILL - RRA BASIN
TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
B REVISION FOLLOWING CLIENT COMMENTS KR 29/04/24 SCALE 1:1500 THIS DOCUMENT MAY NOT BE COPIED OR KR KR 16/04/24 CONCEPT DRAINAGE AND BASIN
ISSUED FOR USE TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE KR 16/04/24 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) CONCEPT DRAINAGE - SHEET 2 OF 2
A3 THE WRITTEN CONSENT OF TOPO GROUP PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE
NORTH
PTY LTD. CPESC - 5395, RPEQ - 15954 24-0078-C D03 B
Page 51
DRAIN CALCULATIONS - 10% AEP
DEPTH
CATCH TIME OF LONG. SIDE SLOPE SIDE SLOPE MANNING
FLOW - Q BASE MAX PERM DESIGN VEL DEPTH OF WITH DRAIN TOP OK /
DRAIN ID AREA ARI CARI CONC IARI SLOPE 1 2 LINING ROUGH
(m3/s) WIDTH VEL (m/s) (m/s) FLOW (m) F/BOARD WIDTH (m) NOT OK
(HA) (MINS) (m/m) (1 in x) (1 in x) COEFF
(m)
DW1 - START 0.3 10 0.8 10 180 0.12 0.001 1 2 2 Concrete 0.015 7 0.54 0.17 0.32 2.27 OK
DW1 - END 2 10 0.8 10 180 0.80 0.001 1 2 2 Concrete 0.015 7 0.92 0.46 0.61 3.42 OK
DW2 2.8 10 0.8 10 180 1.12 0.005 1 2 2 Concrete 0.015 7 1.81 0.36 0.51 3.04 OK
DW3 - START 1.67 10 0.8 10 180 0.67 0.005 1 2 2 Concrete 0.015 7 1.57 0.28 0.43 2.70 OK
DW3 - END 3.67 10 0.8 10 180 1.47 0.005 1 2 2 Concrete 0.015 7 1.95 0.41 0.56 3.25 OK
DW4 1.67 10 0.8 10 180 0.67 0.005 1 2 2 Concrete 0.015 7 1.56 0.28 0.43 2.70 OK
DW5 - START 0.63 10 0.8 10 180 0.25 0.005 1 2 2 Concrete 0.015 7 1.17 0.16 0.31 2.25 OK
DW5 - END 1.67 10 0.8 10 180 0.67 0.005 1 2 2 Concrete 0.015 7 1.56 0.28 0.43 2.70 OK
DRAIN CALCULATIONS - 1% AEP
DEPTH
CATCH TIME OF LONG. SIDE SLOPE SIDE SLOPE MANNING
FLOW - Q BASE MAX PERM DESIGN VEL DEPTH OF WITH DRAIN TOP OK /
DRAIN ID AREA ARI CARI CONC IARI 3
SLOPE 1 2 LINING ROUGH
(m /s) WIDTH VEL (m/s) (m/s) FLOW (m) F/BOARD WIDTH (m) NOT OK
(HA) (MINS) (m/m) (1 in x) (1 in x) COEFF
(m)
DW1 - START 0.3 100 0.96 10 258 0.21 0.001 2 2 2 Concrete 0.015 7 0.56 0.16 0.31 3.24 OK
DW1 - END 2 100 0.96 10 258 1.38 0.001 2 2 2 Concrete 0.015 7 1.01 0.46 0.61 4.46 OK
DW2 2.8 100 0.96 10 258 1.93 0.005 2 2 2 Concrete 0.015 7 1.97 0.36 0.51 4.04 OK
DW3 - START 1.67 100 0.96 10 258 1.15 0.005 2 2 2 Concrete 0.015 7 1.68 0.27 0.42 3.68 OK
DW3 - END 3.67 100 0.96 10 258 2.52 0.005 2 2 2 Concrete 0.015 7 2.14 0.42 0.57 4.27 OK
DW4 1.67 100 0.96 10 258 1.15 0.005 2 2 2 Concrete 0.015 7 1.68 0.27 0.42 3.68 OK
DW5 - START 0.63 100 0.96 10 258 0.43 0.005 2 2 2 Concrete 0.015 7 1.22 0.15 0.30 3.21 OK
DW5 - END 1.67 100 0.96 10 258 1.15 0.005 2 2 2 Concrete 0.015 7 1.68 0.27 0.42 3.68 OK
CONCRETE
CONCRETE LINED
LINED CONCRETE LINED
1 :2 1:2 1:2
1:2
0.5m
0.5m
VARIES VARIES
1m
0.6m m 2m m
DIVERSION
10% DRAIN
AEP DRAIN - TYPICAL
TYPICAL DETAIL
DETAIL DIVERSION DRAIN
1% AEP - TYPICAL
DRAIN DETAIL
TYPICAL DETAIL
DRAIN DEPTHS: DRAIN DEPTHS:
DW1 START - 0.32m DW1 START - 0.31m
DW1 END - 0.61m DW1 END - 0.61m
DW2 - 0.51m DW2 - 0.51m
DW3 START - 0.43m DW3 START - 0.42m
DW3 END - 0.56m DW3 END - 0.57m
DW4 - 0.43m DW4 - 0.42m
DW5 START - 0.31m DW5 START - 0.30m
DW5 END - 0.43m DW5 END - 0.42m
CLIENT PROJECT
COPYRIGHT C NOOSA COUNCIL NOOSA LANDFILL - RRA BASIN
TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
B REVISION FOLLOWING CLIENT COMMENTS KR 29/04/24
ISSUED FOR USE
THIS DOCUMENT MAY NOT BE COPIED OR KR KR 16/04/24 CONCEPT DRAINAGE AND BASIN
TRANSMITTED IN ANY FORM OR BY ANY
A ORIGINAL ISSUE KR 16/04/24 MEANS IN PART OR IN WHOLE WITHOUT
RPEQ / SIGNATURE (IF REQUIRED) DRAINAGE CALCULATIONS AND TYPICAL SECTIONS
A3 THE WRITTEN CONSENT OF TOPO GROUP PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE PTY LTD. CPESC - 5395, RPEQ - 15954 24-0078-C D04 B
Page 52
R3341: NOOSA LANDFILL: RRA CONCEPT HES BASIN AND DRAINAGE DESIGN REPORT APPENDIX B2 – BASIN CALCULATIONS Environment. Engineering. Education. PAGE 4
Page 53
R3341: NOOSA LANDFILL: RRA CONCEPT HES BASIN AND DRAINAGE DESIGN REPORT
1 YEAR ARI 24 HOUR TYPE A SEDIMENT BASIN
APPROX. DIMENSIONS
NUMBER APPROX.
APPROX.
SETTLING DECANT DECANT OF APPROX. APPROX. TOTAL
CATCH DESIGN MINIMUM MINIMUM ACTUAL EMPTY FULL LENGTH SETTLING
BASIN DEPTH IX yr, 24 hr GOVERN DFW MANUAL NUMBER HOLE DECANTS WIDTH AT DEPTH AT VOLUME
AREA EVENT Vs As VS SCOUR SCOUR AT VOLUME
ID DS (mm/hr) FACTOR (m) DFW (m) OF DIAMETER REQUIRED SPILLWAY SPILLWAY AT
(HA) (ARI) (m3) (m2) (m3) CHECK CHECK SPILLWAY (m3)
(m) HOLES (mm) FOR QA (m) (m) SPILLWAY
(m)
SELECTED (m3)
SW2 7.83 1.00 1 5.68 2891 846 VOLUME 2891 0.20 0.40 200 16 6.1 OK OK 99.1 33.0 1.6 2891 4613
Environment. Engineering. Education. PAGE 5
Page 54
R3341: NOOSA LANDFILL: RRA CONCEPT HES BASIN AND DRAINAGE DESIGN REPORT
APPENDIX C2 – CONCEPT BASIN DESIGN
Environment. Engineering. Education.
PAGE 6
Page 55
B
C02
TOP OF BUND
1 IN 3 BATTERS TYPICAL
12.0
12.0
11
12.0
13.0
.5
12.0 12.5
13.0 13.0
0
13..5
RL1
SW
0
3.00
12.0
40 RL1
13.
SW
13.0 13.0
RL
13.
11.5
.8 0 12.0 12.0
RL12
0
SW
13.
A
0
C02 E E
9,43 11.0 11.0 13.5
SW
9,4333.53 mm FOREBAY D
UPSTREAM DRAINAGE TO TIE
.53 m WEIR AT RL13.00. C02
m INTO CONCRETE INLET DRAIN.
SW
mm
mm
FOREBAY
12.0
RL11.50
12.0
DECANT OUTLET SYSTEM
.0
12,828.11
12,828.11
BASIN
14
USIL 11.75
13.0
C RL
RL11.00 20 13.
DSIL 11.56 13.
13.0
C02 40
SETTLING ZONE RL11.80-RL12.80 = 2,950m3 RL
14.0
FREE WATER ZONE RL11.40-RL11.80 = 980m3
11.0
12.0
13.0
SEDIMENT STORAGE RL11.00-RL11.40 = 860m3 10m LONG CONCRETE
12.512.0
13.0
INLET DRAIN.
11.5
11.5
SPILLWAY AT
RL12.80
11.0 11.0 CONCRETE DOSING PAD
80 13.0
12.
RL
12.0 12.0
RL1
3.40 12
RL.5
13.0 13. 13.0
12.0
13.0 00
RL13.50
13.0 13.0
13.0
11
12.0 12.0
.5
.5
13
1 IN 3 BATTERS TYPICAL
TOP OF BUND
11.5
12.0
12.0
11.5
.5
13
BASIN LAYOUT PLAN LEGEND:
0 5 10 15 20 25m
13.0 EXISTING CONTOUR (0.25m INTERVAL)
SCALE 1:500
12.0 PROPOSED CONTOURS (0.5m INTERVAL)
PROPOSED LEVEL SPREADER
PROPOSED STORMWATER DRAINAGE
PROPOSED MANHOLE WITH FLOATING DECANT
PROPOSED ROCK PROTECTION
EARTHWORKS SUMMARY
PROPOSED CONCRETE
COMPARISON TO PROVIDED SURVEY
Monday, 29 April 2024 12:13:31 PM
CUT - 1,740m3
FILL - 4,510m3
SCALE CLIENT PROJECT
COPYRIGHT C NOOSA COUNCIL NOOSA LANDFILL SEDIMENT BASIN
AS SHOWN TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
CONCEPT MD KR 25/04/24 BASIN LAYOUT PLAN
A PRELIMINARY ISSUE KR 25/04/24 RPEQ / SIGNATURE (IF REQUIRED)
NOR
TH A3 PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE P001546 C01 A
Page 56
DECANT MANHOLE.
HEADWALL
SPILLWAY RL12.80 RL12.80
IL11.56 1 IN
3
BASIN RL11.00
1 x DN375 RCP
EXISTING SURFACE GRADE 1%, LENGTH 10.1m
IL 11.66
PROPOSED SURFACE
(US MH IL11.75)
SPILLWAY SECTION A
SCALE 1:200 C01
BUND RL13.40 BUND RL13.40
3
1 IN 1 IN 3 1 IN
3 1 IN 3
BASIN RL11.0
EXISTING SURFACE
PROPOSED SURFACE BASIN SECTION B
SCALE 1:200 C01
EXISTING SURFACE FOREBAY WEIR RL13.40
RL13.00 RL13.20 2.0%
FOREBAY
1 IN RL11.50 3
1 IN
3 3.0m 3 1 IN 10.0m
BASIN RL11.00
INLET DRAIN
PROPOSED SURFACE
FOREBAY SECTION C
SCALE 1:200 C01
2.0m 1.0m 2.0m
PROPOSED SURFACE
1 IN 2
2 1 IN
EXISTING SURFACE
INLET DRAIN SECTION D
SCALE 1:200 C01
0 2 4 6 8 10m
Monday, April 29, 2024 12:48:28
SCALE 1:200
SCALE CLIENT PROJECT
COPYRIGHT C NOOSA COUNCIL NOOSA LANDFILL SEDIMENT BASIN
AS SHOWN TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
CONCEPT
THIS DOCUMENT MAY NOT BE COPIED OR MD KR 25/04/24 BASIN SECTIONS
TRANSMITTED IN ANY FORM OR BY ANY
A PRELIMINARY ISSUE KR 25/04/24 MEANS IN PART OR IN WHOLE WITHOUT THE RPEQ / SIGNATURE (IF REQUIRED)
A3 WRITTEN CONSENT OF TOPO GROUP PTY LTD
. PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE P001546 C02 A
Page 57
11
12.0 12.5
.5
13.0
11.5
13.
0
13.5
BASIN
RL11.00
FOREBAY
RL11.50
13.0
13.0
11.5
11.5
12.5
13.0
12.5
11
.5
.5
13
11.5
12.0
12.0
11.5
13.0
.5
13
BASIN LINING LAYOUT PLAN
0 5 10 15 20 25m
SCALE 1:500
LEGEND:
13.0 EXISTING CONTOUR (0.25m INTERVAL)
PROPOSED TOPSOIL AND TURF
PROPOSED ACCESS PAVEMENT
LININGS QUANTITIES
PROPOSED CONCRETE WORKS
(PLAN AREA)
BATTER TURF AREA = 1,600m²
ACCESS PAVEMENT AREA = 1,020m² PROPOSED ROCK PROTECTION
CONCRETE AREA = 4,905m²
Monday, April 29, 2024 12:48:30
ROCK PROTECTION AREA= 200m²
SCALE CLIENT PROJECT
COPYRIGHT C NOOSA COUNCIL NOOSA LANDFILL SEDIMENT BASIN
AS SHOWN TOPO GROUP PTY LTD
DRAWN DESIGNED DATE DRAWING TITLE
CONCEPT
THIS DOCUMENT MAY NOT BE COPIED OR MD KR 25/04/24 BASIN LINING LAYOUT PLAN
TRANSMITTED IN ANY FORM OR BY ANY
A PRELIMINARY ISSUE KR 25/04/24 MEANS IN PART OR IN WHOLE WITHOUT THE RPEQ / SIGNATURE (IF REQUIRED)
NOR
TH A3 WRITTEN CONSENT OF TOPO GROUP PTY LTD
. PROJECT No DRAWING No REVISION
REVISION DESCRIPTION APPROVED BY DATE P001546 C03 A
Page 58
R5304: NOOSA RESOURCE RECOVERY CENTRE - STORMWATER MANAGEMENT PLAN APPENDIX D IPWEAQ BIORETENTION SYSTEM STANDARD DRAWINGS Environment. Engineering. Education. PAGE D
Page 59
I:\User_Group\Design_Services\# Projects\IPWEA Standard Drawings\IPWEAQ Standard Drawings\IPWEA logo col no text_trans.gif
I:\User_Group\Design_Services\# Projects\IPWEAQ Standard Drawings\IPWEAQ Standard Drawings\IPWEA logo col no text_trans.gif
23 | DRAINAGE AND WATER QUALITY DRAWINGS
Page 60
20 | DRAINAGE AND WATER QUALITY DRAWINGS [OCR of page images] Extended detention depth. 0-300. Typically 300. Refer project drawings 7 ye . r Filter cloth fixed to Field inlet Type 1 without perimeter of pit. concrete apron as per IPWEA Refer note 10 Standard Drawings DS—050 Provide locking function or Vegetated batter. secure cap with screws Slope varies with design. Refer note 8 Vegetated surface Refer note 1 Mulch layer — 50 — 70 Refer note 1 Extend approx 150 above biorentention system surface i Bioretention finished surface level. Underarain Refer project drawings ond notes 1 & 3 NX / Refer note 7 ae ~— filter media 500 - 1000 (min 400 or ——> V Impermeable liner to 300 be 100 where trees specified min 700) Ko extend 500 up batter 4 Refer note 2 a } Underdrain cleanout and under topsoil and = Fansition foyer. Depth varies with ~ a connector cleanout at head of i < ign. ree pinned to batter gE Hsia eer gpth varies with Nea pipes. Refer note 9 . design. 135° bend wg Ft if r Refer note 4 Outlet Pioe 254 Underdrain noe \ sealed into pit. Impermeable liner. 135° bend Screw cap for Refer note 5 Refer note 6 draining/maintenance to remain . . . “ Mass concrete support in place during normal operation. NOTES: 1. Bioretention system surface. Surface level is top of filter media. Surface to be mulched and planted as per project drawings and the ‘Bioretention Technical Design Guidelines’ (Water by Design). 2. Filter media specification shall be in accordance with the ‘Adoption guidelines for Stormwater Biofiltration Systems (CRC for water sensitive cities) and the Bioretention Technical Design Guidelines (Water by Design). Bioretention hydraulic conductivity shall be in accordance with Practice Note 1: in situ Measurement of Hydraulic Conductivity’ (FAWB). The number of samples to be tested shall be in accordance with the ‘Construction and Establishment Guidelines — Swales, Bioretention Systems and Wetlands’ (Water by Design). 3. Construction tolerances shall be in accordance with the ’Construction and Establishment Guidelines —Swales, Bioretention Systems and Wetlands’ (Water by Design) 4. Transition layer and drainage layer depths vary with design. Depths and specification to be in accordance with project drawings and the ‘Bioretention Technical Design Guidelines’ (Water by Design) 5. Underdrain. Slotted rigid pipe laid flat. Refer to project drawings for diameter and pipe invert. Pipe should not be installed with a filter sock surrounding pipe. Underdrain pipes shall be sealed into pits using grout or other approved watertight seal. 6. Impermeable liner. Compacted clay or synthetic liner with permeability of no greater than 1 x 10-%m/s. impermeable liner to be sealed around all protrusions. Synthetic liners to be installed and sealed in accordance with manufacturers requirements. Impermeable liner as per project drawings ond 'Bioretention Technical Design Guidelines’ (Water by Design) 7. Underdrain outlet riser establishes max saturated zone water level. Underdrain outlet riser as per project drawings and ‘Bioretention Technical Design Guidelines’ (Water by Design) 8. Vegetated batter. Slope and planting to be in accordance with project drawings and ’Bioretention Technical Design Guidelines’ (Water by Design). 9. Inspection/cleanout point. Vertical solid pipe section attached to the end of each underdrain in accordance with project drawings and the ‘Bioretention Technical Design Guidelines’ (Water by Design) 10. Filter cloth to be fixed to perimeter of pit to avoid runnelling of water between pit and soil interface. Begin filter cloth 100 above surface. Extend to 100 below surface. Continue 300 horizontally into filter media. 11. For general design and construction notes refer to DS-078 12. All dimensions in millimetres unless otherwise noted. These drawings have been developed in consultation between the participating Councils. BEFORE USE, the user shall confirm that the drawing has been adopted by the appropriate Council. INSTITUTE OF PUBLIC WORKS ENGINEERING AUSTRALASIA BIORETENTION DRAINAGE PROFILE - TYPE 1 STANDARD DRAWINGS SATURATED ZONE — UNCONSTRAINED DS-070 ap] PTT TTT 11775 | ORIGINAL ISSUE TAE, February, 2076 _REVSIONS, inal Tssue 20 | DRAINAGE AND WATER QUALITY DRAWINGS
Used in these records
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