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Noosa Springs SMP_Rev 4 · OPW17/0612
Attached to the e-mail Operational Works Application OPW17/0612 2 of 2– Precinct E2 Noosa Springs, Noosa Heads (MCU15/0109).
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ALTUM CONSTRUCTIONS
Precinct F & E2 Noosa Springs Development
Detailed Stormwater Quality Management Plan
December 2017
M7130_001
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Page 2
ALTUM CONSTRUCTIONS
PRECINCT F & E2 NOOSA SPRINGS DEVELOPMENT
DISCLAIMER
This report has been prepared on behalf of and for the exclusive use of ALTUM
CONSTRUCTIONS and is subject to and issued in accordance with ALTUM CONSTRUCTIONS
instruction to Engeny Water Management (Engeny). The content of this report was based on
previous information and studies supplied by ALTUM CONSTRUCTIONS.
Engeny accepts no liability or responsibility whatsoever for it in respect of any use of or reliance
upon this report by any third party. Copying this report without the permission of ALTUM
CONSTRUCTIONS or Engeny is not permitted.
M7130_001 Noosa Springs SMP_Rev 4
\\EGIBRAPP02\management$\Projects\M7000_Miscellaneous Clients\M7130_001 Noosa Springs SMP\07
Delivery\Docs\Report\Revs\Noosa Springs SMP_Rev 4.docx
REV DESCRIPTION AUTHOR REVIEWER APPROVED BY DATE
Rev 0 Client Issue Emily Gordon David Sexton David Sexton 19 August 2016
Rev 1 Client Issue Emily Gordon David Sexton Mark Page 22 August 2016
RPEQ 15454
Rev 2 Client Issue Emily Gordon David Sexton Mark Page 24 August 2017
RPEQ 15454
Rev 4 Client Issue Gordon Huang David Sexton Mark Page 7 December 2017
RPEQ 15454
Signatures
Job No. M7130_001 Page ii
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PRECINCT F & E2 NOOSA SPRINGS DEVELOPMENT
CONTENTS
1. INTRODUCTION .......................................................................................................1
2. EXISTING SITE CHARACTERISTICS .......................................................................2
2.1 Location and Zoning ..................................................................................................2
2.2 Topography and Services ..........................................................................................2
3. PROPOSED DEVELOPMENT ...................................................................................4
4. STORMWATER QUALITY MANAGEMENT ..............................................................5
4.1 Water Quality Design Objectives ...............................................................................5
4.2 Treatment Sizing and Location ..................................................................................7
4.3 Stormwater Harvesting ..............................................................................................8
4.4 Water Quality Model Results......................................................................................9
5. TREATMENT TRAIN OPERATION AND MAINTENANCE ......................................13
5.1 Construction & Establishment ..................................................................................13
5.2 Bioretention / Infiltration Swale Maintenance ...........................................................14
6. CONCLUSION .........................................................................................................16
7. QUALIFICATIONS ...................................................................................................18
8. REFERENCES ........................................................................................................19
Appendices
APPENDIX A CATCHMENT LAYOUT AND STORMWATER QUALITY DEVICE LAYOUT
APPENDIX B DESIGN PLANS
List of Tables
Table 4.1 MUSIC Model Parameters ....................................................................................7
Table 4.2 Adopted Bioretention Basin Parameters ...............................................................8
Table 4.3 Adopted Infiltration Swale Parameters ..................................................................8
Table 4.4 Water Quality Assessment....................................................................................9
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List of Figures
Figure 2.1 Site Locality Plan .................................................................................................3
Figure 3.1 Proposed Lot Layout – Precinct F........................................................................4
Figure 3.2 Proposed Lot Layout – Precinct E2 .....................................................................4
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1. INTRODUCTION
Engeny Water Management (Engeny) has been commissioned by Altum Constructions to
prepare a Detailed Stormwater Quality Management Plan (DSQMP) which complies with
the Noosa Council CDA Decision Notice and associated conditions, issued to Altum
Construction on 11 March 2016. The report includes information pertaining to items of
Council’s Information Request dated 20th October 2017 not challenged in the information
response.
This DSQMP has been prepared in support of the development applications for the
proposed 155 multiple dwelling units and associated facilities on Resort Drive, Noosa
Heads (Application No: 132005.1133.4) – Precinct F, and 44 multiple dwellings – Precinct
E2. The key objective of the DSQMP includes stormwater quality modelling to develop a
treatment train which satisfies the requirements of Conditions 46-50 in the Noosa Springs
Precinct F decision notice.
The DSQMP has been prepared in accordance with the following:
Queensland Urban Drainage Manual (2013).
MUSIC Modelling Guidelines (Water by Design 2010).
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2. EXISTING SITE CHARACTERISTICS
2.1 Location and Zoning
The subject sites, Lot 7 on SP178340 (Precinct F) and Lot 6 SP178340 (Precinct E2) are
approximately 5.6 ha and 1.18 ha in area respectively. The site is located on Resort Drive
(formerly Links and Leslie Drive), Noosa Heads. The proposed development will occupy
the entire site and will consist of 155 multiple dwelling units and associated facilities,
including a theatre, restaurant, shops and function rooms (Precinct F) and 44 multiple
dwelling units (Precinct E2).
2.2 Topography and Services
The current site topography and existing services can be summarised as follows:
The site is located to the east of Resort Drive, and is steeply sloping to the west.
Stormwater runoff within the development will be contained by a series of infiltration
swales and an underground stormwater network. These systems will discharge from
the development at four (4) separate locations.
Stormwater discharged from site will be directed into the existing Noosa Springs
stormwater network which has connection points located along Resort Drive. The
ultimate discharge point of the stormwater network is the Noosa Springs Lakes
System located downstream, specifically into monitoring pond W5.
The layout of the existing Noosa Springs Lake System and discharge points are identified
in Figure 2.1 below. A layout plan depicting the proposed stormwater quality treatment
train and associated drainage infrastructure is included as Figure 1 in Appendix A.
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Noosa Springs Lake System
Development Site
Discharge Point (W5)
Lake Weyba
Figure 2.1 Site Locality Plan
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PRECINCT F & E2 NOOSA SPRINGS DEVELOPMENT
3. PROPOSED DEVELOPMENT
It is proposed to develop Precinct F - Lot 7 Resort Drive (formerly Links and Leslie Drive),
Noosa Heads, into 155 Multiple Dwelling Units and associated facilities (incl. Theatre,
Restaurant, Shops and Functions Rooms. It is also proposed to develop Precinct E2 – Lot
6 into 44 multiple dwelling units. The proposed developments are shown in Figure 3.1 and
Figure 3.2, design plans are included in Appendix B.
Figure 3.1 Proposed Lot Layout – Precinct F
Figure 3.2 Proposed Lot Layout – Precinct E2
Stormwater quality treatment devices (Bioretention Basins and Infiltration Swales) are
proposed to manage water quality treatment for both precincts. These devices are
essential to meeting the requirements of Condition 49 in the Noosa Springs decision
Notice for Precinct F and have been adopted to address the conditions for Precinct E2. A
layout plan depicting the proposed stormwater quality treatment train and associated
drainage layout is included as in Appendix A.
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4. STORMWATER QUALITY MANAGEMENT
4.1 Water Quality Design Objectives
A conceptual stormwater quality treatment strategy has been developed in accordance
with Condition 49 of the Precinct F decision notice (March, 2016) and draft approval
condition received from council in relation to Precinct E2. Condition 49 identifies four
possible requirements for demonstrating water quality treatment of runoff from the
proposed development. The requirements for stormwater quality treatment as outlined in
condition 49 are summarised below:
1. Where stormwater runoff from the site will enter the Noosa Springs Lake System:
a) “MUSIC Modelling and calculations to demonstrate that concentrations of Total
Nitrogen, Total Phosphorus and prescribed water contaminants at risk of occurring
in runoff from the developed site will be no more than pre-development
concentration, or be of a concentration that is compatible to the water quality
needs of the lake system.”
b) “Monitoring protocol to confirm that any nutrients or prescribed water contaminants
at risk of runoff from the development site is not responsible for adverse water
quality matters within the Noosa Springs Lake System.”
2. Where waters will bypass the Noosa Springs Lake System:
a) “The design residence times of the Noosa Springs Golf Course lake system are
maintained.”
b) “An 80% reduction in TSS, 60% reduction in Total Phosphorus and 45% reduction
in Total Nitrogen prior to discharge of water from the site.”
The draft stormwater quality condition for Site requires a Stormwater Quality Management
Plan must be submitted to council for approval. The SQMP must be prepared by a RPEQ
experienced in water sensitive urban design and include the following information:
1. Details demonstrating the type, size and location of measures necessary to achieve
the water quality pollutant reduction targets required by the State Planning Policy.
2. Water quality criteria necessary to be met to ensure the waters entering the receiving
lake systems will not increase the likelihood of cyanobacteria blooms within lake
systems.
3. Design requirements necessary to be incorporated into the development to ensure
waters leaving the development meet the necessary water quality criteria.
4. Landscaping and fertilisation methods to prevent release of chemicals or fertilisers to
receiving lake systems.
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5. Maintenance and monitoring criteria for necessary water quality improvement
devices.
4.1.1 Proposed Treatment Train
The proposed treatment train utilises a series of Bioretention Basins and Infiltration
Swales to treat stormwater runoff as it flows within the proposed developments. All water
to flow into the bioretention basins will be captured via the under drainage and overflow
riser pit, this water will be directed into the below ground stormwater network which will
discharge into the existing Noosa Springs lake system.
There will be three (3) Infiltration Swales located around the facilities area central to
Precinct F, these swales will also act as conveyance systems for flows exceeding the
infiltration rate of the filter media discharged into the piped stormwater drainage network.
Based on the operation of the proposed arrangement all water entering the piped
drainage network will trigger the requirements of Part 1a of Condition 49. However all
runoff lost from the system via infiltration will enter the groundwater table and eventually
discharge to Lake Weyba in the south. This proportion of stormwater runoff from the
development technically bypasses the Noosa Springs Lake System and therefore triggers
the requirements of Part 2b of Condition 49.
The stormwater quality management approach has ensured the concentration of
pollutants in runoff discharged from the two sites combined (Precinct F and Precinct E2)
are lower than the existing concentrations at the discharge location.
Additionally the Noosa Springs Lake System was originally designed to provide water
quality treatment for the Precinct F and Precinct E2 developments and therefore the runoff
discharged to the lake system will undergo further treatment prior to entering the natural
environment (Lake Weyba).
4.1.2 Climate Data
Climate data for the catchment was sourced from the Bureau of Meteorology (BOM).
Rainfall data was obtained from Cooroy Composite (40059) for the 10 years between
1973 and 1983 at six (6) minute intervals as specified by MUSIC Modelling Guidelines for
South East Queensland (Water by Design, 2010).
4.1.3 Catchment Properti es
The catchment area for water quality is based on the proposed development layout. A
lumped catchment approach was considered appropriate and adopted for the
assessment. Rainfall-runoff and pollutant export parameters were adopted from the
recommended values identified in Tables 3.7 and 3.8 of MUSIC Modelling Guidelines for
Southeast Queensland (Water by Design, 2010). Table 4.1 provides a summary of the
MUSIC Model parameters adopted with the various land uses throughout the study area.
Fraction impervious is sourced from the recommended values provided by MUSIC
Modelling Guidelines for Southeast Queensland (Water by Design, 2010).
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Table 4.1 MUSIC Model Parameters
Catchments MUSIC Land Use Roof Area (ha) Road Area (ha) Ground Area (ha)
100% Impervious 60% Impervious 20% Impervious
To Swale 1 (North East) Urban Residential 0.227 - -
To Basin 1 Urban Residential 0.021 0.359 0.391
To Swale 2 Urban Residential 0.093 0.129 0.816
To Swale 3 Urban Residential - 0.054 0.199
To Basin 2 (Local Catchment) Urban Residential 0.061 0.121 0.128
To Basin 3 Urban Residential 0.180 0.248 0.408
Untreated Urban Residential 0.262 0.554 1.851
4.1.4 Exfiltration Rat e
Soil permeability at this site has been assessed using empirical relationships with
laboratory PSD results. The results of the PSD testing for all three samples from site were
similar, resulting in a calculated hydraulic conductivity of 2.56 x 10-4 m/s (920 mm/hr). In
order to account for reductions in hydraulic conductivity associated with sediment and
organic matter an exfiltration rate of 500 mm/hr has been adopted within the MUSIC
model.
4.2 Treatment Sizing and Location
The proposed treatment system consists of three (3) bioretention basins and seven (7)
infiltration swales.
4.2.1 Bioretenti on Basins
Three month ARI flows will enter the bioretention systems from either the underground
drainage network and via overland flow. Once the extended detention depth is exceeded
in the basins, stormwater will overtop the overflow riser pit and be discharged to the piped
drainage network.
Scour protection and coarse sediment forebay calculations will be undertaken as part of
the detailed design stage of the application in accordance with the WSUD Technical
Design Guidelines for South East Queensland.
Bioretention basin parameters have been adopted using the WSUD Technical Design
Guidelines for South East Queensland and the Water by Design MUSIC Modelling
Guidelines for Southeast Queensland, with the exception of the exfiltration rate applied to
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each device. Parameters used for the proposed bioretention basins are provided in Table
4.2.
Table 4.2 Adopted Bioretention Basin Parameters
Bioretention Basin Extended Detention
Filter Area Filter Media Depth
ID Depth
Basin 1 100 m2
Basin 2 42 m2 0.2 m 0.4 m
Basin 3 40 m2
4.2.2 Infiltration Sw ales
Infiltration Swales 1, 2 and 3 will only receive inflows from direct runoff of contributing
catchments. The flows from Swales 2 and 3 will also discharge into Bio-retention Basin 2.
Infiltration Swale parameters have been adopted using the WSUD Technical Design
Guidelines for South East Queensland and the Water by Design MUSIC Modelling
Guidelines for Southeast Queensland, with the exception of the exfiltration rate applied to
each device. Parameters used for the proposed infiltration swales are provided in Table
4.3.
Table 4.3 Adopted Infiltration Swale Parameters
Infiltration Swale ID Length Base Width Swale Grade Swale Depth
Infiltration Swale 1 120 m 1%
Infiltration Swale 2 147 m 1m 0.5% 0.3 m
Infiltration Swale 3 100 m 0.5%
4.3 Stormw ater Harvesting
Condition 46 states that roofwater runoff from any new building should be directed to a
rainwater storage systems or tank. The proposed design incorporates a 60,000L below
ground tank that has been sized by the landscaper to intermittently supplement irrigation
requirements with captured stormwater. In extended dry periods the tank will be topped up
by a water bore. From a stormwater engineering perspective, it is not necessary for all
new buildings to direct roofwater to storage tanks. The proposed design still complies with
the broad intent of condition 46 as the volumes of water caught are substantial and
captured stormwater will be used for irrigation of landscaped areas.
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4.4 Water Quality Model Results
4.4.1 Flow s Entering the Noosa Spri ngs Lake System
The water quality modelling results for water entering the Noosa Springs Lake System
from the Noosa Springs development are summarised in Table 4.4. These results are
presented as the average concentration of pollutants in outflows from the system and
have been compared to the water quality in the existing Noosa Springs Lake system at
the discharge point (W5). For the purposes of comparison the proposed discharge levels
have been compared to average results for all documented records between December
2008 and March 2016, as well as the latest recorded results from March 2016.
Table 4.4 Water Quality Assessment
Location TSS Concentration TN Concentration TP Concentration
Noosa Springs Average: 15.4 mg/L Average: 0.781 mg/L Average: 0.07 mg/L
development
Median: 0.00 mg/L Median: 0.00 mg/L Median: 0.00 mg/L
(Precinct F & E2)
90th Percentile: 30.5 mg/L 90th Percentile: 2.26 mg/L 90th Percentile: 0.23 mg/L
Noosa Springs Average: 0.41 mg/L Average: 0.01 mg/L Average: 0.00 mg/L
development
Median: 0.00 mg/L Median: 0.00 mg/L Median: 0.00 mg/L
(Precinct E2 ONLY)
90th Percentile: 0.00 mg/L 90th Percentile: 0.00 mg/L 90th Percentile: 0.00 mg/L
Existing Noosa Average: 149 mg/L Average: 4 mg/L Average: 0.23 mg/L
Springs Lakes
(Location W5) Median: 11 mg/L Median: 1.5 mg/L Median: 0.11 mg/L
(2008 – 2016) 90th Percentile: 491 mg/L 90th Percentile: 3.0 mg/L 90th Percentile: 0.24 mg/L
Water Quality at
existing Noosa
Springs Lakes 1320 mg/L 30.5 mg/L 2.16 mg/L
(Location W5)
(March 2016)
The information presented in this table proves the water quality of runoff from the
proposed Noosa Springs development (Precinct F and E2) will be compatible with the
existing water quality in the Noosa Springs Lake System at the discharge point (W5). In
fact, the water quality is significantly better than the existing conditions in the lake.
It is noted that the median concentrations TSS, TN and TP are below two significant
figures. This is because pollutant loads are dominated by high pollutant concentration
events which are unaccounted for by the median values.
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It is noted that the 90th percentile TSS concentration for Precinct E2 is less than the
average also because the TSS pollutant load is dominated by high pollutant concentration
events. The top 10% of high pollutant events are therefore accounted for in the average
but not accounted for in the 90th percentile value.
Based on these results the proposed Noosa Springs development satisfies the
requirements of Condition 49, Part 1a.
4.4.2 Monitoring Protocol
Condition 49 Part 1b specifies that a monitoring protocol be developed to confirm that any
nutrients or prescribed water contaminants at risk of runoff from the development site is
not responsible for adverse water quality matters within the Noosa Springs Lake System.
To meet this condition it is proposed that event based monitoring be undertaken on
discharges from the site prior to entering the Noosa Springs Lake System. Monitoring will
sample the same constituents currently sampled within the Noosa Springs Lake System
and be triggered by a storm event greater than 40mm.
Analysis of Noosaville rainfall data for years with complete rainfall data (2010 to 2016)
shows that a 40mm trigger will allow for collection of a minimum of 5 samples. On
average this will trigger collection of 10 events per annum. It will also be proposed that if
by the end of November, 5 rainfall events have not been collected for that year the trigger
will be reduced to 20mm to ensure that the minimum of 5 rainfall events are likely to be
collected.
The monitoring strategy will be as follows:
Following Parameters will be monitored
Nitrite plus Nitrate as N (NOx)
Total Kjeldahl Nitrogen (TKN)
Total Nitrogen as N (TKN + NOx)
Total Nitrogen as N
Total Phosphorus as P
Reactive Phosphorus as P (Dissolved)
Reactive Phosphorus – Filtered
Suspended solids
Monitoring will be undertaken by a suitably qualified person using NATA accredited
methods
Water quality monitoring results must be retained in electronic form by the property
owner for a minimum of 5 years and will be made available to Noosa Council on
request
Samples will be collected at the 3 stormwater manholes immediately upstream of the 3
legal points of discharge between half an hour and 24 hours following commencement
of a trigger rainfall event.
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The 3 manholes where monitoring is to occur will pond 100mm of water in the base to
allow the samples to be collected following a rainfall event.
Trigger rainfall event is 40 mm based on a minimum of 5 samples per annum
If by the End of November 5 rainfall events have not been collected the trigger will be
reduced to 20 to ensure that the minimum of 5 rainfall events are likely to be collected.
Monitoring will commence following completion of construction and all stabilization
works within the catchment that reports to the monitoring location.
Monitoring will be undertaken for a minimum of 2 year period. Following the 2 year
period if it is deemed that the development is meeting water quality requirements
monitoring will cease.
4.4.3 Flow s Bypassi ng the Noosa Springs Lake Syst em
All stormwater infiltrating the groundwater table and therefore bypassing the Noosa
Springs Lake System will be treated via the following means, prior to interaction with the
water table:
Contact with vegetation in the infiltration swales prior to infiltration.
Contact with filter media in the base of the infiltration swales.
Contact with the sandy subsurface profile between the base of the filter media and the
surface of underlying bedrock.
The groundwater table is approximately 5 to 6 m below ground level within the vicinity of
the proposed development; this provides additional filtration potential for water infiltrating
the groundwater table. Coupled with the dense planting of the infiltration swales, there is
significant potential for water quality treatment for flows entering the groundwater system.
Consideration should also be given to the distance flows will travel within the subsurface
profile (Approx. 500m), before they will interact with the water quality in Lake Weyba.
We believe the development of the Noosa Springs site and the proposed stormwater plan
will not have a material impact on residence times within the existing Noosa Springs Lake
System. Precinct F and E2 are relatively small catchments when compared to the greater
catchment for the lakes system, and therefore any changes to these catchments could
only have marginal impacts to residence times in the full lakes system. Additionally the
proposed development has endeavoured to maintain the existing hydrology of the site as
much as possible. As the existing site consists of sandy soil it is reasonable to assume a
significant proportion of runoff infiltrates across the existing site, therefore bypassing the
lakes system. The incorporation of infiltration swales will best simulate the existing
hydrology of the site and offset the increased rate of runoff from impervious surfaces.
The Noosa Springs Lake system was designed for a developed catchment which includes
the Site. (Refer to Noosa Springs Master Drainage Plan). The impervious fraction of the
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Site is approximately 50% in alignment with the design assumptions in the Noosa Springs
Master Drainage Plan. Therefore it is not considered that the subject Site will have a
material impact on residence times. Further information has previously been provided to
Council by Morgan Consulting Engineers in the form of a stormwater quantity assessment
letter dated 20/09/2017 (Clause 49 - Part 2a).
Due to the limitations of the MUSIC modelling software it is not possible to quantify the
level of treatment achieved for infiltrating runoff and therefore it cannot be determined
whether the SPP targets have been met (Clause 49 - Part 2b).
The site discharges to an enclosed stormwater system which discharges to the Noosa
Springs Lake System as opposed to an open drain or non-tidal waterway. The Noosa
Springs Golf Course Lake System was originally designed and constructed to cater for the
Noosa Springs resort flows and therefore considerations for frequent flow objectives (no
increase in 1 year ARI peak stormwater flows) are not deemed necessary. (Clause 47 -
Part a).
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5. TREATMENT TRAIN OPER ATION AND MAINTENANCE
In the context of development sites and associated construction and building works,
delivering water sensitive urban design (WSUD) devices and establishing vegetation can
be very challenging. Therefore, WSUD devices require a careful construction and
establishment approach to ensure the devices establish in accordance with their design
intent. The followings sections outline a recommended staged construction and
establishment methodology for bioretention basins and infiltration swales as outlined
within Healthy Waterways Technical Design Guidelines.
5.1 Construction & Establishment
The following is a proposed staged construction and establishment method:
5.1.1 Functional Installat ion
Construction of the functional elements of the basins/swales at the end of civil works
construction and the installation of temporary protective measures.
For example, using a temporary arrangement of a suitable geofabric covered with shallow
topsoil (e.g. 25 mm) and instant turf, in lieu of the final basin planting.
5.1.2 Sediment and Erosi on Control
The temporary protective measures preserve the functional infrastructure of the basins
and swales whilst providing temporary erosion and sediment facilities through the building
phase.
5.1.3 Operational Establi shment
At completion of the building phase, removal of the temporary protective measures along
with accumulated sediment and the system planted in accordance with the design planting
schedule.
Vegetation establishment will be aided based on the following controls:
Weed control
Adopting high planting densities and if necessary, applying a suitable biodegradable
erosion control matting to the basin batters will help to combat weed invasion and reduce
labour intensive maintenance requirements. A heavy application of seedless hydro-mulch
can also provide short term erosion and weed control. No matting or hydro-mulch is to be
applied to the surface of the bioretention basins or infiltration swales following the
construction phase, as this will hinder filtration of stormwater through the filter media.
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Watering
Regular watering of vegetation is essential for successful establishment and healthy
growth. The frequency of watering to achieve the successful plant establishment is
dependent upon rainfall, maturity of planting stock and the water holding capacity of the
soil. The following watering program is generally adequate but should be adjusted to suit
the site conditions:
Week 1-2 3 visits/week
Week 3-6 2 visits/week
Week 7-12 1 visit/week
After this initial 3 month period, watering may still be required, particularly during the first
winter. Watering requirements to sustain healthy vegetation should be determined during
ongoing maintenance site visits.
5.2 Bioretention / Infiltration Sw ale Maintenance
Vegetation plays a key role in maintaining the porosity of the filter media of a bioretention
basin or infiltration swale and a strong healthy growth of vegetation is critical to its
performance. Therefore the most intensive period of maintenance is during the plant
establishment period (first two years) when weed removal and replanting may be required.
Typical maintenance of bioretention basin and infiltration swale elements as outlined
within Healthy Waterways Technical Design Guidelines will involve:
Routine inspection of the basin/swale profile to identify any areas of obvious increased
sediment deposition, scouring from storm flows, rill erosion of the batters from lateral
inflows, damage to the profile from vehicles and clogging of the filter media (evident by
a ‘boggy’ filter media surface).
Routine inspection of the inflows systems, overflow pits and under-drains to identify
and clean any areas of scour, litter build up and blockages.
Removal of sediment where it is smothering the vegetation.
Where a sediment forebay is adopted, removal of accumulated sediment.
Repairing any damage to the profile resulting from scour, rill erosion or vehicle
damage by replacement of appropriate fill and revegetation.
Tilling of the filter media surface, or removal of the surface layer, if there is evidence of
clogging.
Regular watering/irrigation of vegetation until plants are established and actively
growing.
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Removal and management of invasive weeds (herbicides should not be used).
Removal of plants that have died and replacement with plants of equivalent size and
species as detailed in the plant schedule.
Pruning to remove dead or diseased vegetation material and to stimulate growth.
Vegetation pest monitoring and control.
Maintenance should only occur after a reasonable rain free period when the filter media is
dry. Inspections are also recommended following large storm events to check for scour
and other damage. Inspections should occur every 1-6 months depending on the size and
complexity of the system.
To ensure the successful establishment and operation of the bioretention basins and
infiltration swales the following checklists have been developed by Healthy Waterways
and are available within the Technical Design Guidelines for South East Queensland:
Design assessment checklist (detailed design).
Construction inspection checklist (during and post construction).
Operation and maintenance inspection form.
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6. CONCLUSION
The SQMP for the development application for Lot 7 Resort Drive, Noosa Heads
(132005.1133.4) – Precinct F and Lot 6 Resort Drive - Precinct E2 has been developed to
achieve the required stormwater management objectives as outlined in condition 49 of the
decision notice issued by Noosa Council in March 2016. The key objectives of this SQMP
included:
Water quality modelling to develop a stormwater quality treatment train to demonstrate
compliance with condition 49 of the Noosa Springs decision notice.
Key design outcomes of the stormwater quality management are as follows:
Flows will enter a series of bioretention basins and infiltration swales located within the
proposed development. Flows will enter the treatment devices by the underground
drainage network and overland flow paths.
Three (3) bioretention basins will be required with a combined filter area of 182 m2.
Three (3) infiltration swales will be incorporated with a combined filter area of 367 m2.
For flows entering the Noosa Springs Lake System (Conditions 49 Part 1a), the
concentration of pollutants in stormwater runoff discharged from the development site
is less than the existing concentration at the discharge point (W5).
For flows bypassing the Noosa Springs Lake System (Conditions 49 Part 2b), the
percentage reduction of pollutants in infiltrated runoff cannot be quantified due to the
limitations of the MUSIC modelling software. Therefore it is not possible to prove
compliance with Part 2b of Condition 49.
There will be no material impact on the residence times of the Noosa Springs Lake
System as it was designed for a developed (50% impervious) catchment which
includes the Site (Refer to Noosa Springs Master Drainage Plan).
The proposed water quality treatment train outlined within this SQMP achieves most of the
requirements of Condition 49 in the Noosa Springs Decision Notice (Precinct F); however
as it is stated above it is not possible to prove compliance with Part 2b of the condition, for
infiltrated flows bypassing the lakes system, due to the limitations of the MUSIC modelling
software. However there is reasonable evidence to support the conclusion stormwater
discharged from site via infiltration to below ground aquifers will be sufficiently treated
prior to interacting with Lake Weyba.
This stormwater quality management approach satisfies the treatment requirements for
Precinct F and E2. The proposed strategy will improve the water quality of runoff entering
the Noosa Springs Lake System to a point where the water quality is better than the
existing water quality in the lake. Additionally the Noosa Springs Lake System was
originally designed to provide water quality treatment for the Precinct F and Precinct E2
Job No. M7130_001 Page 16
Rev 4 : 7 December 2017
Page 21
ALTUM CONSTRUCTIONS
PRECINCT F & E2 NOOSA SPRINGS DEVELOPMENT
developments and therefore the runoff discharged to the lake system will undergo further
treatment prior to entering the natural environment (Lake Weyba).
It is considered this stormwater management approach meets the requirements of
Condition 49, as much as reasonably possible. Should there be any queries regarding the
approach please do not hesitate to contact David Sexton on 07 3221 7174.
Job No. M7130_001 Page 17
Rev 4 : 7 December 2017
Page 22
ALTUM CONSTRUCTIONS
PRECINCT F & E2 NOOSA SPRINGS DEVELOPMENT
7. QUALIFICATIONS
a. In preparing this document, including all relevant calculation and modelling, Engeny
Management Pty Ltd (Engeny) has exercised the degree of skill, care and diligence
normally exercised by members of the engineering profession and has acted in
accordance with accepted practices of engineering principles.
b. Engeny has used reasonable endeavours to inform itself of the parameters and
requirements of the project and has taken reasonable steps to ensure that the works
and document is as accurate and comprehensive as possible given the information
upon which it has been based including information that may have been provided or
obtained by any third party or external sources which has not been independently
verified.
c. Engeny reserves the right to review and amend any aspect of the works performed
including any opinions and recommendations from the works included or referred to in
the works if:
(i) Additional sources of information not presently available (for whatever reason)
are provided or become known to Engeny; or
(ii) Engeny considers it prudent to revise any aspect of the works in light of any
information which becomes known to it after the date of submission.
d. Engeny does not give any warranty nor accept any liability in relation to the
completeness or accuracy of the works, which may be inherently reliant upon the
completeness and accuracy of the input data and the agreed scope of works. All
limitations of liability shall apply for the benefit of the employees, agents and
representatives of Engeny to the same extent that they apply for the benefit of
Engeny.
e. This document is for the use of the party to whom it is addressed and for no other
persons. No responsibility is accepted to any third party for the whole or part of the
contents of this report.
f. If any claim or demand is made by any person against Engeny on the basis of
detriment sustained or alleged to have been sustained as a result of reliance upon the
report or information therein, Engeny will rely upon this provision as a defence to any
such claim or demand.
g. This report does not provide legal advice.
Job No. M7130_001 Page 18
Rev 4 : 7 December 2017
Page 23
ALTUM CONSTRUCTIONS
PRECINCT F & E2 NOOSA SPRINGS DEVELOPMENT
8. REFERENCES
1. Australian Government Bureau of Meteorology (www.bom.gov.au)
2. Healthy Waterways 2006, WSUD Technical Design Guidelines for Southeast Queensland.
3. Queensland Department of Natural Resources and Water, “Queensland Urban Drainage
Design Manual”, 2013;
4. Queensland Government 2013, “State Planning Policy December 2013”.
5. Wallace, D 2016, Change to an Existing Approval, Noosa Council, March 2016.
6. Water by Design 2010, MUSIC Modelling Guidelines for Southeast Queensland – Version 1.
Job No. M7130_001 Page 19
Rev 4 : 7 December 2017
Page 24
ALTUM CONSTRUCTIONS
PRECINCT F & E2 NOOSA SPRINGS DEVELOPMENT
APPENDIX A
Catchment Layout and Stormwater Quality
Device Layout Plan
Job No. M7130_001 Appendix
Rev 4 : 7 December 2017
Page 25
Legend
| Site Boundary
Water Quality Catc!
Cadastre
WSUD- Swales
Level 7, 500 Queen Street, Brisbane
PO Box 10183 Brisbane
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WATER MANAGEMENT
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CONSTRUCTIONS
Scale 1:1,250
Map Projection: Tranverse Mercator
Horizontal Datum: Geocentric Datum of Australia
Vertical Datum: Australia Height Datum
Grid: Map Grid of Australia, Zone 56
40 60 m |Noosa Springs SMP
Water Quality Catchments and Treatment
Device Layout
Ore GY
‘atchment|B3
Job Number: M7130_001
Revision: 0
Drawn: GH
Checked: DS
Date: 4/12/2017
Page 26
ALTUM CONSTRUCTIONS
PRECINCT F & E2 NOOSA SPRINGS DEVELOPMENT
APPENDIX B
Design Plans
Job No. M7130_001 Appendix
Rev 4 : 7 December 2017
Page 27
PROPOSED RESIDENTIAL DEVELOPME
PRECINCT F - STAGE 1 NOOSA SPRINGS, NOO
HEADS
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1 GREAT GEORGE STREET
PADDINGTON Q LD 4 0 6 4
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PADDINGTON Q LD 4 0 6 4
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permission of the copyright holder.
1 GREAT GEORGE STREET
PADDINGTON Q LD 4 0 6 4
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1 GREAT GEORGE STREET
PADDINGTON Q LD 4 0 6 4
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PADDINGTON Q LD 4 0 6 4
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© Morgan Consulting Engineers
This drawing is not to be copied,
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1 GREAT GEORGE STREET
PADDINGTON Q LD 4 0 6 4
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© Morgan Consulting Engineers
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permission of the copyright holder.
1 GREAT GEORGE STREET
PADDINGTON Q LD 4 0 6 4
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F: (07) 3369 1893
E : [email protected]
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1 GREAT GEORGE STREET
PADDINGTON Q LD 4 0 6 4
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F: (07) 3369 1893
E : [email protected]
© Morgan Consulting Engineers
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retained or used without the
permission of the copyright holder.
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PADDINGTON Q LD 4 0 6 4
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PADDINGTON Q LD 4 0 6 4
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PADDINGTON Q LD 4 0 6 4
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F: (07) 3369 1893
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© Morgan Consulting Engineers
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PADDINGTON Q LD 4 0 6 4
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This drawing is not to be copied,
retained or used without the
permission of the copyright holder.
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PADDINGTON Q LD 4 0 6 4
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F: (07) 3369 1893
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PADDINGTON Q LD 4 0 6 4
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F: (07) 3369 1893
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