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RFI - Attachment 7 - Updated SWMP
27
Good Shepherd Lutheran
College Arts Centre
TOD Consulting Engineers
Stormwater Management Plan
21-0211SMP01V1
27/02/2023
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to display information in accordance with the scope of services set out in the contract/quotation between
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Report Contact:
Name: Kelly McKendry
Position Technical Director - Water & Environment
Phone: (07) 3532 1300
Document Control
21-0211SMP01V1
Version Date Details Prepared Checked Approved Signed RPEQ
1 27/02/24 For Issue IM KM KM 09298
21-0211SMP01V1 | Stormwater Management Plan | Good Shepherd Lutheran College Arts Centre
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Executive Summary
Colliers Engineering & Design has been commissioned by TOD Consulting Engineers to undertake a
preliminary stormwater assessment to support a development application (DA) for the construction of the
Arts Centre at Good Shepherd Lutheran College. The site is located within Noosa Shire Council described as
Lot 115 SP228052.
The proposed Stormwater Quality Management Strategy aligns with Noosa Shire Council’s Water Quality
and Drainage Code (Noosa Plan 2020) by addressing the ‘Stormwater quality and protection of receiving
waters’ objectives. To reduce the pollutant loads associated with the works, a bioretention basin with a filter
area of 55 m2, rain garden with filter area of 10 m2 and a rainwater tank with a re-use capacity of 15kL
designed in accordance with MUSIC modelling guidelines (2018) media are required.
The strategy also aligns with the Sustainable Building design Code by maximizing water efficiency within the
site. Roof water will be collected in an On-site underground rainwater tank and utilised within the new Arts
Centre building for toilet-use and irrigating the natural turf, overflow from the tank will be directed to the
bio-retention basin.
In summary, for Good Shepherd Lutheran College Arts Centre to be developed in accordance with Noosa
Shire’s (Noosa Plan (2020), following stormwater management strategies are required:
• Stormwater Quality Management:
− Half of the roof water will be directed to a combined rainwater tank which has a re-use capacity of
15kL and will be used internally (Arts Centre Building) for toilet flushing and irrigation around the
premise, the remainder will be directed through raingardens of 10m2 before being discharged.
− Runoff from the surrounding ground and carpark will drain directly to the bioretention basin.
− One bioretention with 55m2 of filter media area is required to meet water quality objectives.
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Table of Contents
Executive Summary ................................................................................. i
1. Introduction ..................................................................................... 4
1.1 Site Location and Description .............................................................. 5
1.2 Proposed Development ....................................................................... 6
2. Hydrologic Analysis ......................................................................... 7
3. Stormwater Quality ......................................................................... 8
3.1. Design Objectives .................................................................................. 8
3.2. Stormwater Quality Treatment ........................................................... 8
3.2.1. Strategy ................................................................................................8
3.2.2. MUSIC Model .................................................................................... 10
3.2.3. Catchment Areas .............................................................................. 11
3.2.4. MUSIC Model Layout ....................................................................... 11
3.2.5. Rainwater Tank ................................................................................ 12
3.2.6. Bioretention System ......................................................................... 13
3.3. Results .................................................................................................. 14
4. Construction Phase Management ............................................... 15
4.1. Erosion and Sediment Control .......................................................... 15
5. Establishment and Operational Phase Management ............... 16
5.1 Establishment ...................................................................................... 16
5.2 Operational .......................................................................................... 16
6. Conclusions .................................................................................... 17
7. References ...................................................................................... 18
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List of Tables
Table 1-1: Catchment Split .............................................................................. 6
Table 2-1: Catchment %Impervious fractions .............................................. 7
Table 3-1: Site Stormwater Quality and protection of receiving waters
(Operational Phase) ......................................................................................... 8
Table 3-2: Industrial (Split Source Nodes) - Pollutant Export Parameters10
Table 3-3: MUSIC Runoff Generation Parameters ..................................... 10
Table 3-4: Catchment Areas and corresponding Impervious values ....... 11
Table 3-5: Rainwater Tank Parameters used for MUSIC Modelling ......... 12
Table 3-6: Bioretention and Raingarden Design Parameters ................... 14
Table 3-7: MUSIC Results – Load Based Pollutant Outputs ...................... 14
List of Figures
Figure 1-1: Site Location .................................................................................... 5
Figure 1-2: Proposed Development Architectural Masterplan (left)
Nearmap representation (right) ..................................................................... 6
Figure 3-1: Strategy .......................................................................................... 9
Figure 3-2: MUSIC Model Layout .................................................................. 11
Figure 3-3: A raingarden (City of Sydney, 2019) ......................................... 13
Appendices
Appendix A Architectural Masterplan
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1. Introduction
Colliers Design & Engineering have been engaged by TOD Consulting Engineers to prepare a Stormwater
Management Plan (SMP) in support of a development application to Noosa Shire Council (NSC) over land
located at 115 Eumundi Rd. Noosaville described as Lot 115 SP228052.
The proposed outcome of this document is to identify stormwater management options that could be
implemented within the development to achieve the requirements and targets of the Noosa Shire Planning
Scheme’s 2020 “Water Quality and Drainage Code” and “Sustainable Building Code”. The objectives of this
Stormwater Management Plan are to:
• Detail the proposed stormwater quality management strategy and how the load reduction objectives
specified by the Council’s Planning Scheme (Noosa Shire Planning Scheme, 2020), particularly focusing
on the Water Quality and Drainage Code (Section 9.4.8),
• Demonstrate maximum water efficiency on site by incorporating rainwater collection and reuse
measures for non – potable purposes as per the Sustainable Design Building Code.
• Consider suitable Stormwater Quality Improvement Devices (SQID’s) based on Water Sensitive Urban
Design (WSUD) principles.
• Demonstrate how the lawful point of discharge requirements for the site will be achieved.
The proposed Architectural Masterplan be found in Appendix A.
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1.1 Site Location and Description
The site and the extent of the proposed works is shown in Figure 1-1. The site is fronted by Walter Hay
Drive to the south, Eumundi Noosa Road to the west and private allotments to the north and east.
Figure 1-1: Site Location
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1.2 Proposed Development
To quantify the changes between the existing and proposed development, the Masterplan layout (left) was
transposed over a Nearmap image Figure 1-2 highlights the approximate extent of the Arts Centre
upgrade. A surface split comparison has been estimated based on this overlay and shown in Table 1-1. The
only significant changes in usage are seen in catchment A where the new performing arts building will be
located where the structure is to be located.
Figure 1-2: Proposed Development Architectural Masterplan (left) Nearmap representation (right)
Table 1-1: Catchment Split
Existing Surface-Split Area (m2) Proposed (Split) Area (m2)
A (Proposed New Arts Centre 1,219
2591.336
Performing Arts Building) Ground 1,372
B (Proposed Courtyard) 944.35 Ground 944.35
C (Proposed Carpark) 3524.78 Ground 3524.78
Total (m2) 7060.466 7060.466
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2. Hydrologic Analysis
In accordance with the Queensland Urban Drainage Manual 2017, peak stormwater flows are calculated
based on impervious fractions. As shown in Table 2-1 the impervious fraction between the existing and
proposed (renovated) areas does not significantly change. This indicates that there will not be any
significant changes to peak flows, and as such, detention is not required.
Table 2-1: Catchment %Impervious fractions
Existing Surface- Existing (m2) %Impervious Proposed (Split) %Impervious Proposed (m2)
Split
Arts Centre 100 1,219
A 2591.336 90
Ground 90 1,372
B 944.35 60 Ground 60 944.35
C 3524.78 90 Ground 90 3524.78
Total (m2) 7060.466 7060.466
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3. Stormwater Quality
3.1. Design Objectives
This report identifies the stormwater quality management objectives for the operational phase (post-
construction phase) of the proposed development. Construction based stormwater quality management
objectives will need to be addressed as part of operational works documentation.
Section 9.4.8 of the Noosa Shire Planning Scheme (P06) defines the post-construction phase Water Quality
Objectives are to be based on the load-based Water Quality Objectives (WQO’s) and are summarised in
Table 3-1.
Table 3-1: Site Stormwater Quality and protection of receiving waters (Operational Phase)
Minimum reductions in mean annual loads from unmitigated development (%)
Total Suspended Total Phosphorous Total Nitrogen Gross pollutants
Solids (TSS) (TP) (TN) >5 mm
80 60 45 90
3.2. Stormwater Quality Treatment
3.2.1. Strategy
The objective of this report is to assess the stormwater quality measures required based on the layout
provided and ensure adherence to the respective codes. Therefore, the following strategy has been
implemented;
a) Stormwater from the resurfaced carpark (catchment C) is to be collected via the stormwater
drainage network and discharged to the Bio-retention basin (55m2) located south of the site.
b) Stormwater from the renovated courtyard (catchment B) is to be treated at the Bio-retention basin
(55m2).
c) Half of the roof water will be directed to the rain gardens 10m 2 to the south and the rest directed
to the 15kL rainwater tank to be utilized for internal use (flushing within the New Arts Building and
irrigating the natural turf (renovated courtyard).
Figure 3-1 provides a summary of the strategy.
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Figure 3-1: Strategy 21-0211SMP01V1 | Stormwater Management Plan | Good Shepherd Lutheran College Arts Centre Page 9
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3.2.2. MUSIC Model
An assessment of stormwater runoff quality from the proposed (developed) conditions has been
undertaken using the Model for Urban Stormwater Improvement Conceptualisation (MUSIC) – Version 6.3,
released in 2018.
Climate data for the catchment was sourced from the MUSIC model database. The rainfall and evaporation
data template for this site has been based on data from COOROY (40059) from 1/01/1973-31/12/1983 with
six (6) minute rainfall duration.
Table 3-2: Industrial (Split Source Nodes) - Pollutant Export Parameters
Total Suspended Solids Total Phosphorous Total Nitrogen
(Log10 mg/L) (Log10mg/L) (Log10mg/L)
Land Use Parameter
Storm Storm Storm
Base Flow Base Flow Base Flow
Flow Flow Flow
Mean 1.92 0.78 -0.59 -1.11 0.25 0.14
Ground
Std Deviation 0.44 0.45 0.36 0.48 0.32 0.20
Mean 2.43 0.78 -0.30 -1.11 0.25 0.14
Road
Std Deviation 0.44 0.45 0.36 0.48 0.32 0.20
Mean 1.30 N/A -0.89 N/A 0.25 N/A
Roof
Std Deviation 0.44 N/A 0.36 N/A 0.32 N/A
Table 3-3: MUSIC Runoff Generation Parameters
Parameter Commercial
Rainfall Threshold (mm) 1
Soil Capacity (mm) 18
Initial Storage (%) 10
Field Capacity 80
Infiltration Capacity Coefficient a 243
Infiltration Capacity Coefficient b 0.6
Initial Depth (mm) 50
Daily Recharge (%) 0
Daily Drainage (%) 31
Daily Deep Seepage Rate (%) 0
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3.2.3. Catchment Areas
The development has one developed catchment that will be routed to the basin. The layout has been split
into sources nodes with fraction impervious values applies as per MUSIC Modelling Guidelines (2018). See
Table 3-4 for catchment areas and fraction impervious values (FI).
Table 3-4: Catchment Areas and corresponding Impervious values
Catchment Area (ha) Roof (ha) – FI Ground (ha) - FI Road (ha) - FI
Total 0.706
A 0.259 0.122 (1) 0.137 (0.80)
B 0.0945 - 0.095 (0.80) -
C (Carpark) 0.353 - - 0.353 (1)
3.2.4. MUSIC Model Layout
As the management of urban stormwater needs to take a holistic approach, specific management
measures need to be implemented in series to form a treatment train. The correct utilisation of various
devices within the treatment train is imperative to target the desired pollutants, from the gross solids to the
fine colloidal partials. Figure 3-2 shows the MUSIC model layout for the development.
Figure 3-2: MUSIC Model Layout
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3.2.5. Rainwater Tanks
Rainwater tanks are used in stormwater management to collect and store rainwater for later use. This helps
to reduce the amount of runoff that enters stormwater drainage systems and potentially causes flooding or
other issues. The collected rainwater can be used for irrigation, flushing toilets, and other non-potable uses,
reducing the demand on municipal water supplies. Additionally, the use of rainwater tanks can improve
overall water quality by reducing the number of pollutants that enter stormwater systems. In this case, the
applicant intends to use the tank for irrigation as well as internal (flushing) use. The outdoor demand
(irrigation) has been calculated as per HLW MUSIC Modelling Guidelines as 2018:
• Outdoor use (Irrigation) = 500 m2 (portion to be irrigated) × 85 % (pervious ground – natural turf) ×
0.73m (annual demand – representing outdoor use in SEQ) = 310.25 kL/year (PET-Rain) option
applied.
• Indoor use (toilet flushing) = 21 (per capita internal water demand – litres per person per day) ×
100 (students) = 0.21kL/day
The site will incorporate a 15kL rainwater tank to treat half of the roof runoff and has been designed based
on based on the demand parameters mentioned above. Table 3-5 summarises the rainwater tank
parameters used for MUSIC modelling.
Table 3-5: Rainwater Tank Parameters used for MUSIC Modelling
Properties of the rainwater tank 15kL Rainwater Tank
Low Flow By-pass 0.0
High Flow By-pass 100
Number of Tanks 1
Volume below overflow pipe (kL) 15
Depth above overflow (meters) 0.20
Surface Area (square meters) 7.5
Initial Volume (kL) 15
Overflow Pipe Diameter (mm) 65
Exfiltration Rate (mm/hr) 0.00
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3.2.6. Bioretention System
Bioretention systems use ponding above a treatment surface to maximise the volume of runoff flowing
through the filtration media. They typically convey flows above the design event through overflow pits or a
weir. The treatment system operates by firstly filtering surface flows through surface vegetation and then
percolating runoff through prescribed filtration media. This media provides treatment through fine
filtration, extended detention, and biological uptake of nutrients. As these systems take approximately 12-
24hrs to drain, the maximum depth of pondage allowed to occur over the filter area has been limited to
300 mm.
Table 3-6 summarises the proposed design parameters for the main bioretention system for this
development.
(http://healthywaterways.org/initiatives/waterbydesign/stormwater).
3.2.6.1. Rain Gardens.
Rain gardens (refer Figure 3-3) are a type of bio-retention system which use native plants and free draining
soils for treatment, they are designed to capture rainwater flow from gutters and rainwater tank, or
overland flow. Like bio-retention basins, they are used to slow the water down, decrease erosion, reduce
sediment, and filter pollutants out of the storm water (Brisbane City Council, 2024). This strategy has
incorporated 10 m2 of rainwater garden area to treat half of the roof area as illustrated in Figure 3-1,
Table 3-6 summarises the proposed design parameters of the raingardens.
Figure 3-3: A raingarden (City of Sydney, 2019)
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Table 3-6: Bioretention and Raingarden Design Parameters
Parameter Bioretention Basin (55m2) 2 × Rain Gardens (5m2)
Extended Detention Depth (m) 0.30 0.20
Storage Surface Area (m2) 55 10
Filter Media Area (m2) 55 10
0.01
Unlined Filter Media Perimeter (m) 0.01
Saturated Hydraulic Conductivity 200
200
(mm/hr)
Filter Depth (m) 0.50 0.50
400
TN Content of Filter Media (mg/kg) 400
Orthophosphate Content of Filter Media 30
30
(mg/kg)
Exfiltration Rate (mm/hr) 0.00 0.00
3.3. Results
MUSIC modelling of the proposed treatment train for the renovation work at Good Shepherd Lutheran
college was performed to ensure the WQO’s were achieved. Table 3-7 represents the load-based outputs
that are represented by this application. The results show the mitigated scenario, which achieves compliant
load reductions set out within Noosa Council’s 2020 Plan.
Table 3-7: MUSIC Results – Load Based Pollutant Outputs
Unmitigated Mitigated Reduction Target
Pollutant Compliance
(kg/yr) (kg/yr) Achieved (%) Reduction
TSS 2740 548 80 80% ✓
TP 5.56 1.45 73.9 60% ✓
TN 31.9 14.5 54.6 45% ✓
GP 231 0 100 90% ✓
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4. Construction Phase Management
4.1. Erosion and Sediment Control
The management of the site during the construction phase is an important step in ensuring water quality
standards are achieved. Implementation of best practice Erosion and Sediment Control techniques is
imperative to managing the quality of runoff affected by construction works.
The following points provide general guidance on the management of stormwater during the construction
phase. Detailed Erosion and Sediment Control Management Plans should be developed in conjunction with
the Operational Works design prior to construction works commencing in accordance with the International
Erosion Control Association (IECA) - “Best Practice Erosion and Sediment Control (BPESC) document” and
overseen by a Certified Professional in Erosion and Sediment Control (CPESC) or Registered Professional
Engineer Queensland (RPEQ).
1. Establish a single stabilised entry/exit point for the site works;
2. Construct a shake-down grid at the entrance to facilitate the removal of sediment from trucks
leaving the site. The access road extending from the end of existing road or kerb to the grid should
comprise a 150-200 mm deep pad of 40 mm crushed rock;
3. Install sediment fences along the lower boundaries of the site;
4. Construct one or more strategically placed sediment basins in the proposed drainage reserve and
construct contour drains / bunds to direct disturbed runoff to the sediment basins;
5. Install bins and/or wind-proof litter areas on-site to minimise the dispersion of gross pollutants;
6. Maintain on site sufficient materials necessary for the emergency repair of all erosion control
devices. This includes silt fences, clean crushed rock for reapplication to the entrance road and for
replacement of rock within temporary drainage channels, and flocculants for settling sediment
basins;
7. Following each day’s construction works, ensure that any material on road surfaces is swept from
the road, and not permitted to be washed down the gutters and piped drainage systems;
8. Quality of pooled water within sediment basins are to be monitored prior to dewatering, sufficient
time should be given to allow sediment to settle (possible with the assistance of a suitable
flocculent if necessary) &/or filtering during pumping operations; and
9. Final establishment of bioretention basin should not occur until full stabilisation of upstream
catchment has occurred; preferably these should be temporarily turfed during the maintenance
period while dwelling construction is occurring.
It shall be the responsibility of the developer, through their principal contractor, to ensure that temporary
sediment and erosion controls are installed and maintained correctly.
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5. Establishment and Operational Phase
Management
5.1 Establishment
Experience shows that the critical periods in the life of WSUD vegetated stormwater systems are the
construction and establishment phases. The timing and approach to these systems must be carefully
considered to ensure successful establishment and long-term performance. Bioretention systems are now
common stormwater treatment devices for new urban developments in Southeast Queensland. Successful
construction and allowing adequate time for the systems to establish is critical to their long-term
performance and function. Construction of the system is also linked to having suitable bioretention designs
in place to ensure, civil contractors have appropriate plans to construct to. Applying due care in the design
and construction phase will ensure the function of the system whilst also keeping on-going maintenance to
a minimum. It is highly recommended that the constructed activities be completed in accordance with the
Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands (Apr 2010). This will
require a sacrificial turf layer to be installed to protect the filter media from the building phase. It is likely
that a low height retaining wall will be used on some or all sides of the bio basin to minimise the footprint
of the bio basin and maximise the outdoor use area for students. As the walls will be low in height, they will
be ultimately screened from view by the vegetation planted in the bio basin filter media.
5.2 Operational
It is not proposed for water quality monitoring of the bioretention system to be undertaken during the
operational phase of its life. The “Maintaining Vegetated Asset” guideline highlights that water quality
monitoring is not recommended to determine the performance of every vegetated stormwater asset, as it
is a specialized field that is complex and costly. In line with this guideline the on-going monitoring of water
quality from this device is not considered necessary considering the small size of the development.
The bioretention system will remain the responsibility of the landholder, who as the asset custodian, will be
responsible for the on-going maintenance of the water quality device. Maintenance for the bioretention
basin may involve the following:
1. Scheduled inspections;
2. Removal of noxious plants or weeds;
3. Maintaining the desired vegetation;
4. Repairing erosion;
5. Unblocking inlets and outlets;
6. Removing litter and debris;
7. Managing algal or moss growth;
8. Maintaining the permeability of the filtration.
Operations and maintenance should be conducted in accordance with the Maintaining Vegetated Stormwater
Assets (Feb 2012) guideline.
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6. Conclusions
Colliers Engineering & Design was engaged to complete a Site Based Stormwater Management Plan for
TOD Consulting Engineers to support a development application for the construction of the Arts Centre at
Good Shepherd Lutheran College.
The proposed Stormwater Quality Management Strategy achieves the Noosa Plan’s 2020 Water Quality and
Drainage and Sustainable Design Code’s objectives which are ensuring that the stormwater is treated to
ensure maximum removal of nutrients and incorporating rainwater collection and reuse measures for non-
potable purposes such as irrigation. To offset the pollutant loads associated with the proposed
development, a bioretention basin designed in accordance with MUSIC Modelling Guidelines (2018) with a
filter media area of 55 m2, 10 m2 of rain garden filter media and a 15 KL rainwater tank are required.
Rainwater captured by the tank is to be stored and used for internally for toilet flushing and irrigation.
In summary, for Good Shepherd Lutheran College Arts Centre to be developed in accordance with the
Noosa Plan 2020 and Queensland Urban Drainage Manual (2017), following stormwater management
strategies are required:
Stormwater Quality Management:
• One end-of-line bioretention with 55 m2 of filter media area to treat the renovated carpark,
courtyard and ground area surrounding the New Arts Building.
• Half of the roof water to be captured and treated by raingardens with 10m 2 of filter media area
and the rest to be directed to a 15kL rainwater tank where it will be utilised for internal use
(flushing) and irrigation.
• The water reuse has been estimated at 310.25kL per year (irrigation) of 0.21 kL/day (flushing).
We therefore request Council approval of the engineering components for the proposed development with
reasonable and relevant conditions. Detailed design may result in changes to the proposed strategy;
however, the design objectives will be maintained.
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7. References
1. Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands
(Water by Design 2012).
2. Maintaining Vegetated Stormwater Assets (Water by Design, 2012).
3. Brisbane City Council 2024, Raingarden, Brisbane City Council, accessed 20 February 2024, <
https://www.brisbane.qld.gov.au/clean-and-green/natural-environment-and-
water/water/water-smart-homes/raingarden> .
4. 9.4.8 Water Quality and Drainage Code, 9.4.6 Sustainable Building Design Code (Noosa Plan
2020)
5. MUSIC Modelling Guidelines Version 1.0 (Water by Design, 2010).
6. State Planning Policy (Department of Infrastructure, Local Government and Planning, 2017).
7. Queensland Urban Drainage Manual – 4th Edition (Institute of Public Works Engineering
Australasia, Queensland Division, 2017).
8. Healthy Waterways (n.d). Stormwater. Accessed:
http://healthywaterways.org/initiatives/waterbydesign/stormwater
9. City of Sydney 2019, What is a raingarden, City of Sydney News, accessed 21 February 2024, <
https://news.cityofsydney.nsw.gov.au/articles/explainer-what-is-a-raingarden> .
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Appendices Appendix A Architectural Masterplan 21-0211SMP01V1 | Stormwater Management Plan | Good Shepherd Lutheran College Arts Centre Page 19
Page 22
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Page 23
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