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Appendix B - SWMP, Flood Cert & Form 15
Appendix B Stormwater Management Plan, Flood Certificate & Form 15 Application for a Development Permit for a Material Change of Use - Dual Occupancy 55 Doonella Street, Tewantin Lot 5 RP73672 Ashburton Pastoral Company A.C.N. 137 063 444
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Page 2
STORMWATER MANAGEMENT REPORT
53-55 Doonella Street
Tewantin, QLD 4565
Project No.: 20210038
Version: 1.0
Version Date: 30/08/21
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PROJECT INFORMATION
Client: Rowan Anderson
Site Location: 53 & 55 Doonella Street, Tewantin QLD 4565
Lot & Plan: Lot 4 T16337 & Lot 5 RP73672
Proposed Development: Residential duplex development
RECOR Consulting
Project Reference: 20210038
Contact Person: Benjamin Parry
Contact Phone: (07) 5211 1003
Document Control:
VERSION PREPARED REVIEWED DATE
N. Wagstaff
1.0 B. Parry 30/08/2021
(RPEQ: 26443)
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TABLE OF CONTENTS
PROJECT INFORMATION .................................................................................................................................... I
TABLE OF CONTENTS ........................................................................................................................................ II
1. INTRODUCTION ............................................................................................................................................ 1
2. SITE DETAILS ................................................................................................................................................. 1
2. 1. E X I S T I N G S I T E D E S C R I P T I O N ................................................................................ 1
2. 2. E X I S T I N G D R A I N A G E P A T T E R N S ............................................................................. 2
2.2.1 Stormwater Catchments .................................................................................................................... 2
2. 3. P R O P O S E D D E V E L O P M E N T D R A I N A G E P A T T E R N .......................................................... 4
2.3.1 Stormwater Concept .......................................................................................................................... 4
2.3.2 Stormwater Catchments .................................................................................................................... 5
2. 4. F L O O D C O N S I D E R A T I O N S .................................................................................... 6
2. 5. A C I D S U L P H A T E S O I L S ........................................................................................ 6
3. STORMWATER QUANTITY ............................................................................................................................ 7
3. 1. P R E – P O S T C O M P A R I S O N ................................................................................... 7
4. STORMWATER QUALITY ............................................................................................................................... 8
4. 1. C O N S T R U C T I O N P H A S E ....................................................................................... 8
4.1.1 Erosion and Sediment Control Measures ........................................................................................... 8
4. 2. O P E R A T I O N A L P H A S E ......................................................................................... 9
4.2.1 MUSIC Modelling ............................................................................................................................. 10
4.2.1.1. Rainwater Tanks ................................................................................................................... 11
4.2.1.1. Pit Inserts .............................................................................................................................. 12
4.2.1.1. Bioretention Areas ................................................................................................................ 14
4.2.1.1. Buffer Strip............................................................................................................................ 15
4.2.1.2. MUSIC modelling results ....................................................................................................... 16
4.2.2 Operational Maintenance ................................................................................................................ 16
5. CONCLUSION .............................................................................................................................................. 18
PROPOSED DEVELOPMENT PLANS ........................................................................................ 19
OCEAN PROTECT OCEAN GUARD LITTER BASKET DOCUMENTATION..................................... 20
BIORETENTION INSPECTION CHECKLIST ................................................................................ 21
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1. INTRODUCTION
RECOR has been commissioned to prepare a Stormwater Management Report to
accompany a development application for a proposed residential duplex development in
Doonella Street, Tewantin.
This report examines the stormwater management considerations for the existing and
proposed development site and assesses how the run-off from the site is to be managed in
accordance with Noosa Shire Council requirements for stormwater drainage.
2. SITE DETAILS
2. 1. E X I S T I N G S I T E D E S C R I P T I O N
The site is made up of two adjoining properties, Lot 4 on T16337 (no. 53) and Lot 5 on
RP73672 (no. 55). The site and neighbouring properties to the east and west are zoned
medium density residential. The site is bounded to the south by Lake Doonella.
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2021)
Lot 4 on T16337 is accessed from the 14.77m frontage at 53 Doonella Street. The site has
an area covering 642.4m² and currently houses a detached dwelling on the northern end of
the site, and predominately grassed at the southern end of the site. The site has total
impervious area of 200.2m², made up of 166.2m² of roof and 34m² of paved areas.
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Lot 5 on RP73672 has an 18.24m frontage which provides access to the property from 55
Doonella Street. The site covers 649.4m² and contains a detached dwelling and small free-
standing shed making up 240.6m² of roof area, along with 93.9m² of paved area. Ground
cover at the rear of the property is predominately grass.
2. 2. E X I S T I N G D R A I N A G E P A T T E R N S
Data obtained from the Council’s interactive mapping does not identify any stormwater
infrastructure within Doonella Street at the location of the site frontages, however the
detailed survey has picked up two stormwater kerb inlet pits adjacent the driveways to each
property. The pits were unable to be accessed, so invert levels and dimensions for the
infrastructure are not known.
The surface run-off from the site drains south on both properties towards Lake Doonella.
Within Lot 4 on T16337, the site grades vary between up to 20% at the property access on
the northern end of the site, to less than 5% at the southern end of the site. The northern
end of Lot 5 on RP73672 falls at around 10% away from Doonella Street, towards grades of
around 5% at the southern end of the site. No natural drainage channels nor internal
stormwater infrastructure was identified by the survey, so it is believed that site run-off will
drain as overland sheet flow towards the lake at the south of the site.
The surface levels within the Doonella Street road reserve indicate that run-off from the
upstream footpath and verge areas will typically drain into the properties as surface run-off.
2.2.1 Stormwater Catchments
A schematic layout plan of the existing drainage catchments as described in the previous
sections is shown below in Figure 2.2 – Existing Catchments Plan
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Figure 2.2 – Existing Catchments Plan
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2. 3. P R O P O S E D D E V E L O P M E N T D R A I N A G E P A T T E R N
2.3.1 Stormwater Concept
Under existing conditions, the stormwater is discharged from the property as overland
surface flows towards Lake Doonella to the south of the sites. It is proposed that this will
remain the lawful point of discharge for the proposed development with the design
required to demonstrate no worsening of the peak discharges for the design storms for the
proposed development compared to the existing state.
Roof run-off for each unit will be collected and flow via downpipes into a single 3kL slim-line
rainwater tank. The tanks will be plumbed for internal reuse in toilets and laundry areas, with
1.5kL of the tank allocated for reuse, and the remaining 1.5kL per tank dedicated to
attenuating site run-off. To minimise pollutants entering the tank, first flush diverters will be
installed to divert the initial capture of roof water to irrigation of the vegetated areas on site.
The driveway run-off will be collected via grated trench drains that will filter through Ocean
Protect Ocean Guard litter basket (or approved equivalent) to provide primary treatment of
gross pollutants and larger particulates from the run-off.
Run-off from the upstream footpath catchments will be intercepted at the driveway access
to the site with a grated trench drain to control its flow through the site within the internal
drainage network.
Run-off from the rainwater tank overflows, driveway and upstream footpath areas will be
discharged through a lined bioretention area at the south of each site to provide secondary
treatment targeting the removal of phosphorus and nitrogen, ensuring the maximum run-
off from the development will receive treatment prior to discharge.
Outflows from the bioretention area will be via a surcharged pipe outlet with a one-way flap
gate to prevent backflows entering the pipe. The outflows will be dispersed through a rock
apron dissipator to break up the concentrated outflow and minimise the possibility of scour
from the outlet.
The roof and allotment drainage system for the proposed site shall be designed to comply
with:
1. Noosa Shire Council Planning Scheme Policy (PSP) - Engineering Design Standards
– Roads, drainage and earthworks;
2. The Queensland Urban Drainage Manual (QUDM); and
3. AS/NZS 3500.3:2015 - Plumbing and Drainage Part 3: Stormwater Drainage.
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2.3.2 Stormwater Catchments
A schematic layout plan of the proposed development and its drainage catchments as
described in the previous sections is shown below in Figure 2.3 – Proposed Catchments
Plan.
Figure 2.3 – Proposed Catchments Plan
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2. 4. F L O O D C O N S I D E R A T I O N S
The Noosa Shire Council Intramaps Flood Hazard Overlays show that the proposed
development site may be subject to flooding or inundation, which will need to be
considered when defining the minimum floor and surface levels for the development. The
extent of the flooding as indicated by Intramaps is shown below in Figure 2.4 – Noosa Plan
2020 Flood Hazard Overlay.
Figure 2.4 – Noosa Plan 2020 Flood Hazard Overlay
A Noosa Council flood certificate will be required for the proposed site that will define the
2100 1% AEP storm event flood level and determine the required habitable floor levels for
the dwellings on the site including freeboard above the flood level. A freeboard to habitable
floor levels of typically 500mm above the 2100 1% AEP storm event is likely to be required.
The levels of carparks and habitable floor levels will need to be confirmed during detailed
design.
2. 5. A C I D S U L P H A T E S O I L S
Acid sulphate soil testing is typically required in areas with surface levels less than 5.0m
Australian Height Datum (AHD) as stated in the State Planning Policy 2017. The
requirements for acid sulphate testing will be confirmed by a geotechnical engineer prior
to the detailed design stage of this proposed development.
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3. STORMWATER QUANTITY
3. 1. P R E – P O S T C O M P A R I S O N
The site has been modelled using the Autodesk Storm and Sanitary Analysis module in its
existing and unmitigated proposed developed state. The catchment hydrology has been
configured in accordance with the Bureau of Meteorology’s IFD curves for the locality, and
a minimum time of concentration of 5 minutes for each catchment. All catchments for the
proposed development and the internal drainage network and storage areas have been
modelled as described in Figure 2.2 – Existing Catchments Plan and Figure 2.3 – Proposed
Catchments Plan. The results of the modelling against the range of design storms for the
development under the existing and proposed development conditions are shown in
Table 3.1 Existing and proposed unmitigated site peak discharge rates
53 Doonella Street 55 Doonella Street
Total
A.E.P Qexisting Qproposed Qchange Qexisting Qproposed Qchange Qchange
(m³/s) (m³/s) (m³/s) (m³/s) (m³/s) (m³/s) (m³/s)
63.20% 0.009 0.014 0.005 0.012 0.015 0.003 0.008
50% 0.010 0.016 0.006 0.013 0.017 0.004 0.010
20% 0.014 0.021 0.007 0.019 0.023 0.004 0.011
10% 0.017 0.025 0.008 0.022 0.028 0.006 0.014
5% 0.020 0.029 0.009 0.026 0.032 0.006 0.015
2% 0.024 0.033 0.009 0.030 0.037 0.007 0.016
1% 0.026 0.037 0.011 0.034 0.040 0.006 0.017
As the site has increased the total peak flows from the site, attenuation storage will be
required to mitigate the outflows to ensure that the development does not exceed the
predevelopment levels.
To determine the attenuation required, the model for the developed site was updated to
include the proposed stormwater attenuation devices to be provided for the development.
Rainwater attenuation tanks were modelled as storage nodes with 2 3kL tanks provided per
development. An attenuation portion equal to half the capacity of the tank was modelled,
with a low flow outlet of 25mm and high flow outlet of 100mm. The reuse portion of the tank
was assumed to be full at the time of the storm so only the attenuation portion contributes
to flow mitigation.
Each bioretention area was modelled as a storage node consisting of the bioretention filter
media and the extended detention depth. A porosity of 0.3 was considered as the water
holding capacity for the filter media, with the low flow pipe consisting of the slotted
drainage pipe and the high flow weir overflow for flows overtopping the pit.
Using this mitigated development model, the proposed developed flows were again
compared to the existing state as shown below in
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Table 3.2 Existing and proposed mitigated site peak discharge rates
53 Doonella Street 55 Doonella Street Total
A.E.P Qexisting Qproposed Qchange Qexisting Qproposed Qchange Qchange
(m³/s) (m³/s) (m³/s) (m³/s) (m³/s) (m³/s) (m³/s)
63.20% 0.009 0.010 0.001 0.012 0.011 -0.001 0.000
50% 0.010 0.011 0.001 0.013 0.012 -0.001 0.000
20% 0.014 0.013 -0.001 0.019 0.015 -0.004 -0.005
10% 0.017 0.015 -0.002 0.022 0.017 -0.005 -0.007
5% 0.020 0.016 -0.004 0.026 0.018 -0.008 -0.012
2% 0.024 0.018 -0.006 0.030 0.020 -0.010 -0.016
1% 0.026 0.023 -0.003 0.034 0.027 -0.007 -0.010
As the total peak flows are equal to or below the existing site conditions, the development
suitably controls the peak flow storm events from the development.
4. STORMWATER QUALITY
The following sections discuss the stormwater quality considerations for the construction
and operational phase of the development. Refer to Appendix A Proposed Development
Plans for the proposed stormwater drainage layout plan.
4. 1. C O N S T R U C T I O N P H A S E
4.1.1 Erosion and Sediment Control Measures
During construction, it will be necessary to manage stormwater run-off to avoid potential
contamination of downstream waterways from sediments and other pollutants from the site.
Best practice erosion and sediment controls shall be installed to minimise the discharge of
potential contaminants from the site, in accordance with the objectives of Appendix 2 of the
SPP (DERM, July 2017) shown below in Figure 4.1.
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Figure 4.1 SPP 2017 Construction Phase Stormwater Management Design Objectives
A site-specific erosion and sediment control plan shall be prepared as part of a future
submission for Operational Works approval. Suitable erosion and sediment controls for the
site may include:
1. Sediment fencing along all downstream boundaries of the site to capture sediment
from leaving the site.
2. A shakedown area is to be installed at the construction entry/exit to the site to
minimise sediment being transported to and from the site.
3. Ensuring stockpiles and construction materials are contained using sediment
fencing downstream of these areas.
4. Turfed diversion swales may be provided at upstream boundaries to divert surface
run-off around exposed earthwork areas.
4. 2. O P E R A T I O N A L P H A S E
The development is to comply with the Noosa Council Water Quality and Drainage Code,
AO6.2 which states:
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“All stormwater runoff is treated to achieve maximum removal of nutrients, gross pollutants
and suspended solids as determined by cost to efficiency ratios. (e.g., bioretention basins
must be sized to achieve at least 80% reduction in total suspended solids, 60% reduction in
total phosphorous, 45% reduction in total nitrogen and 90% reduction in gross pollutants
>5mm).”
It is proposed that the following measures to be implemented will provide the required
level of stormwater quality improvement to minimise impacts to the downstream network:
• First-flush divertors will be installed for roof-water drainage to divert initial run-off
capture to irrigation of the vegetated areas on site.
• 4 x 3,000L Slimline Rainwater tanks will be used to capture roof run-off, with 50% of
the tank volume allocated to reuse, and 50% to attenuation storage.
• Ocean Protect Ocean Guard Litter baskets (or similar) to be provided to the
driveway inlet pits minimise sediment and gross pollutants from entering the
drainage line. Refer to Appendix B Ocean Protect Ocean Guard Litter Basket for
details.
• 2 x 6m² Bioretention areas will be used to treat and detain stormwater run-off from
prior to discharge from the site.
4.2.1 MUSIC Modelling
The proposed development and the above treatment train have been modelled in MUSIC
(Model for Urban Stormwater Improvement Conceptualisation) software in accordance
with the Water by Design MUSIC Guidelines 2018.
The climatic data has been modelled using the rainfall and PET data at station 40059
(Cooroy Composite) in 6-minute timesteps. The rainfall run-off parameters have been set
as defined for the Southeast Queensland region, shown below in Figure 4.2 - Rainfall run-
off parameters for SEQ.
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Figure 4.2 - Rainfall run-off parameters for SEQ
The source nodes have been created using a split catchment approach, with the roof,
driveway and other ground areas separated with stochastic pollutant generation for each
of the surface types as per Table 4.1 - Urban Residential Split Node Pollutant Generation
Parameters. The area and impervious fractions for each catchment are actual values based
on the design plans.
Table 4.1 - Urban Residential Split Node Pollutant Generation Parameters
Flow Type Surface TSS LOG¹º TP LOG¹º VALUES TN LOG¹º VALUES
Type Mean St. Dev Mean St. Dev Mean St. Dev
Baseflow Roof N/A N/A N/A N/A N/A N/A
Driveway 1.00 0.34 -0.97 0.31 0.20 0.20
Ground 1.00 0.34 -0.97 0.31 0.20 0.20
Stormflow Roof 1.30 0.39 -0.89 0.31 0.26 0.23
Driveway 2.43 0.39 -0.30 0.31 0.26 0.23
Ground 2.18 0.39 -0.47 0.31 0.26 0.23
The proposed treatment train has been modelled as shown in Figure 4.3 - MUSIC
Stormwater Treatment Train. The details of the treatments are described in the following
sections
Figure 4.3 - MUSIC Stormwater Treatment Train
4.2.1.1. Rainwater Tanks
The rainwater tanks connected to the source nodes representing their drained catchments.
Each of the tanks to be provided is modelled as a 3kL storage volume, with 1.5kL allocated
for re-use (assumed to be full at beginning of the modelling) and the remaining portion
being for attenuation capacity.
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Figure 4.4 – Typical Tank node configuration
The tanks will be plumbed for internal reuse which has been modelled in accordance with
the Water by Design MUSIC Modelling guidelines. The reuse demands have been
determined as follows:
- Internal Reuse
o All homes are assumed to be fitted with full water saving devices,
26L/Person/day for laundry
21L/Person/day for toilets
o 3-bedroom townhouses:
2.3 persons per unit
2.3 * 47L = 108.1L/day/unit
4.2.1.1. Pit Inserts
The grated inlet pits in the driveway are to be fitted with Ocean Protect Ocean Guard Litter
baskets (or approved equivalent). The inserts are modelled using generic treatment nodes,
with a high flow bypass of 20L/s per insert and concentration-based capture efficiency set
in accordance with the manufacturers specifications shown below in Figure 4.5 to Figure
4.8. Refer to Appendix B Ocean Protect Ocean Guard Litter Basket for further details on
the devices.
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Figure 4.5 – Ocean Guard Total Suspended Solid Removal Efficiency
Figure 4.6 - Ocean Guard Total Phosphorous Removal Efficiency
Figure 4.7 - Ocean Guard Total Nitrogen Removal Efficiency
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Figure 4.8 - Ocean Guard Gross Pollutant Removal Efficiency
4.2.1.1. Bioretention Areas
Two 6m² bioretention areas are to be provided within each property to capture and treat
surface run-off from the driveways as well as overflows from attenuation tanks. The
bioretention areas are modelled in accordance with the Water by Design MUSIC Guidelines
2018 with the node configuration for one of the areas shown below in Figure 4.9 –
Bioretention Node details.
Figure 4.9 – Bioretention Node details
Table 4.2 – Bioretention Area Plantings below (based on the Brisbane City Council Water
Sensitive Urban Design Engineering Guidelines) presents a sample of suitable plants that
shall be used to provide effective nutrient removal in the bioretention areas.
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Table 4.2 – Bioretention Area Plantings
Planting
Scientific Name Common Name Form Height (mm) Density
(Qty/m²)
Myoporum parvifolium Creeping Boobialla Prostrate 150 4-6
Cymbopogon refractus Barbed Wire Grass Tufted 300 8-10
Cyperus polystachyos Bunchy Sedge Tufted 600 6-8
Dianella brevipendunculata Flax Lily Tufted 500 4-6
Dianella caerulea cv ‘Breeze’ Blue Flax-lily Tufted 600 4-6
Dianella caerulea cv ‘Little Jess’ Blue Flax-lily Tufted 400 4-6
Dianella longifolia var. longifolia Pale Flax-lily Tufted 550 6-8
Dichelachne crinita Long Haired Plume Grass Tufted 200 6-8
Erograstis elongata cv ‘Elvera’ Elvera Tufted 300 6-8
Imperata cylindrica Blady Grass Tufted 500 4-6
Lepidosperma laterale Variable Sword Sedge Tufted 750 8-10
Lomandra confertifolia Matting Lomandra Tufted 300 4-6
Lomandra confertifolia subs pallida Mat Rush Tufted 400 4-6
Lomandra longifolia Matt Rush Tufted 1000 4-6
Lomandra longifolia cv 'Tanika' Tanika Tufted 500 4-6
Poa labillardiere cv ‘Eskdale’ Eskdale Tufted 450 6-8
Themeda australis Kangaroo Grass Tufted 400 6-8
Themeda australis cv ‘Mingo Mingo Tufted 200 8-10
4.2.1.1. Buffer Strip
A 2m wide grassed buffer strip has been modelled as treating surface run-off from the rear
of the proposed development as it passes as overland sheet flows towards Lake Doonella.
The rear of the site is predominately grassed, with a sewer drainage line running along the
southern boundary ensuring the strip assumed for treatment will not be developed. The
parameters applied to the buffer strip are presented in
Figure 4.10 – Buffer strip characteristics
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4.2.1.2. MUSIC modelling results
The proposed treatment train for each site can achieve the required water quality
improvements as shown below in Table 4.3 - MUSIC Modelling results and Table 4.4 -
MUSIC Modelling results for 55 Doonella St.
Table 4.3 - MUSIC Modelling results for 53 Doonella St.
Sources Residual Percentage Percentage
Load Target Reduction
Total Suspended Solids (kg/yr) 91.311 5.45 80 94.031
Total Phosphorus (kg/yr) 0.198 0.034 60 82.596
Total Nitrogen (kg/yr) 1.335 0.464 45 62.548
Gross Pollutants (kg/yr) 13.424 0 90 100
Table 4.4 - MUSIC Modelling results for 55 Doonella St
Sources Residual Percentage Percentage
Load Target Reduction
Total Suspended Solids (kg/yr) 127.657 8.555 80 93.299
Total Phosphorus (kg/yr) 0.27 0.056 60 79.098
Total Nitrogen (kg/yr) 1.664 0.683 45 58.935
Gross Pollutants (kg/yr) 16.331 0.00 90 100.00
4.2.2 Operational Maintenance
Periodic maintenance and monitoring of the stormwater infrastructure proposed for this
development shall be carried out to ensure they are operating effectively during the post-
construction phase. After the on-maintenance period, the responsibility for these
maintenance activities shall be the body corporate for the site.
The field inlet grates, trench drains, pits and underground pipes shall be inspected for
blockage or damage at least six monthly or after significant rainfall event. Any blockages
shall be cleared from the system, and damage assessed to determine if it impacts on the
function of the system or may pose a hazard that will require repair.
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The litter baskets shall be maintained in accordance with the manufacturer’s specifications.
Refer to Appendix B Ocean Protect Ocean Guard Litter Basket for further details.
The bioretention areas shall be maintained following a schedule of routine inspections
undertaken after every significant rainfall event (30mm of rainfall in a 24-hour period) or on
a three-monthly basis within the first twelve months and on a six-monthly basis thereafter.
The inspection shall ensure the proper functioning and condition of the bioretention area
and ensure that the planting and vegetation health is suitably maintained. An inspection
checklist from the Healthy Waterways Technical Design Guidelines for Southeast
Queensland has been provided in Appendix C Bioretention Inspection Checklist that
provides the structure for the inspections to be undertaken.
In addition to regular inspections, the first 4 months of establishment of the bioretention
areas requires a watering frequency of:
i. Week 1 - 6: 5 times per week
ii. Week 6-10: 3 times per week
iii. Week 11-15: 2 times per week
After 5 months, watering frequency shall be adjusted based on the local conditions to
ensure plants are maintained in a healthy state.
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5. CONCLUSION
This Stormwater Management Report has outlined how the stormwater run-off from the site
is to be managed to comply with the relevant requirements and minimise any adverse
impacts to the downstream catchments.
• The existing site and upstream catchments’ drainage patterns currently discharge
from the site as overland flows into towards Lake Doonella to the south of the site.
• The proposed legal point of discharge for the site will continue to be Lake Doonella.
• The existing and proposed development site have been modelled for the critical
design storm events for the site, which found attenuation would be required. Further
modelling for the mitigated developed site was able to demonstrate that there will
be no increase to total existing discharge conditions from the site for any of the storm
events.
• During construction, erosion and sediment control measures shall be implemented
to minimise potential contaminants impacting the downstream receiving
environment. An erosion and sediment control plan shall be developed as part of a
submission for Operational Works approvals.
• In the operational phase of the development, a stormwater treatment train will
provide quality improvements as required by the Noosa Council Planning Scheme
Policy. Roof run-off is to be directed towards 4 x 3,000L rainwater reuse and
attenuation tanks that will be fitted with first-flush divertors to will divert initial roof
run-off to on site irrigation of vegetated areas. The tanks are to be plumbed for reuse
for internal (laundry and toilets) purposes that will serve to provide both treatment
and reduce the volume of run-off leaving the site. Overflows from the tanks, as well
as the piped drainage will be directed toward the 6.5m2 bioretention areas at the
south of each site that will treat the majority of run-off from the site while also
attenuating run-off volumes. Ocean Protect Ocean Guard litter baskets will be
provided to the pits within the driveway areas to provide at source primary
treatment. Outflows from the bioretention area will be via a surcharged drainage line
from each area, using a one-way flap gate outlet to prevent backflows.
By implementing the proposed stormwater treatments, the development will reduce
the quantity of stormwater pollutants by more than 90% of gross pollutants, 80% of
total suspended solids, 60% total phosphorous and 45% total nitrogen, exceeding
the pollutant reduction targets required for the site.
• By implementing the proposed stormwater solution, it is considered that stormwater
layout proposed will minimise any adverse impacts to the downstream environment
arising from the stormwater run-off while also meeting the stormwater quality targets
required for the development.
Page 18 of 22
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Page 23
Proposed Development Plans
Page 19 of 22
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Page 24
MCU
ISSUE
EXTENDED DETENTION
NOMINAL 200MM
PLANTING SPECIES TO PROVIDE EFFECTIVE
MAINTENANCE HATCH REMOVAL OF NUTRIENTS. PLANT VARIETIES
SECURE CAPPED END AND PLANTING DENSITIES TO ARCHITECTURAL DRAINAGE PIPE
WITH SCREWS SPECIFICATIONS
600x600 INLET PIT
600x600 RAISED GRATE SL 1.35
1 IN FIELD INLET PIT S.L. DRAINAGE PIT
4 MA
X MAX
1 IN 4 EXTEND GEOFABRIC 500MM
AND PIN UNDER TOPSOIL
GRATED TRENCH
300MM SANDY LOAM FILTER MEDIA DRAIN
Ø
C
SN MMØ
M C (0.45MM AVERAGE PARTICLE SIZE)
PV
600x600 GRATED INLET PIT 00M uPV
8u
1 8
0
CLASS B GRATED LID. SN BIORETENTION
10
PROVIDE OCEANGUARD 100MM COARSE SAND GARDEN
LITTER BASKET OR TRANSITION FILTER MEDIA
(NOMINAL SIZE 0.5 - 2MM)
APPROVED EQUIVALENT.
PROVIDE PROVIDE SLOTTED SUBSOIL DRAIN AT
END CAP MIN 0.5% GRADE TO PIT NOMINAL 200MM GRAVEL RAINWATER TANK
100MMØ N8 uPVC
100MMØ S
DRAINAGE LAYER
(FINE AGG., NOMINAL SIZE 2 - 5MM)
SN8 uPVC @ MIN 0.5%
BIDIM A34 GEOFABRIC OR SIMILAR
@ MIN 0.5% SUBSOIL DRAIN CLEANOUT TO BE WRAPPED AROUND
(NON-SLOTTED PVC) AND 135° WALLS AND BASE OF FILTER MEDIA HEADWALL WITH
ELBOW CONNECTOR APRON
DETAIL A - BIORETENTION GARDEN TYPICAL DETAILS
LOW FLOW JUNCTION WITH SCREW CAP DETAIL RAINWATER ATTENUATION TANK DETAIL
ORIFICE PLATE DISK 100Ø HIGH FLOW ROOF DOWNPIPE CONNECTION TO
WITH 25mm ORIFICE OUTLET HYDRAULIC ENGINEERS SPECIFICATIONS
HIGH FLOW TANK
OUTLET WALL
RETENTION LEVEL 3,000L SLIMLINE RAINWATER TANK
SCREW ON
ACCESS CAP
ATTENUATION
VOLUME 1.5KL
150MMØ
PP SN8
OUTLET TO
DRAINAGE
NETWORK ORIFICE DISK TO BE GLUED RAINWATER REUSE
INSIDE JUNCTION. uPVC VOLUME 1.5KL
150MMØ
PP SN8
OUTLET FROM TANK TO BUTT
UP AGAINST ORIFICE DISK
PROVIDE 3kL SLIMLINE RAINWATER / NOTE: TANKS TO BE PLUMBED FOR INTERNAL
RE-USE IN LAUNDRIES AND TOILETS
ATTENUATION TANK PER DWELLING AS
PER DETAIL B. OVERFLOWS TO BE
DETAIL B - RAINWATER RE-USE / ATTENUATION TANK DETAILS
DISCHARGED TO BIORETENTION AREA
30/08/2021
EA ID: 2557785
RPEQ: 26443
-
23/08/21 ISSUED FOR MCU - BRP
6.5M² BIORETENTION DATE REVISION MARK CHK
AREA TO BE PROJECT ENGINEER
PROVIDED AS PER
DETAIL A.
E [email protected]
A 37 MARY ST NOOSAVILLE, QLD
P +61 7 5211 1003
CLIENT
DRAINAGE NOTES
225MM Ø SN8 PP PIPE ROWAN ANDERSON
SURCHARGED LINE 1. BUILDING AND ROOF DRAINAGE TO BE DESIGNED BY SUITABLY QUALIFIED HYDRAULIC ENGINEER.
2. INTERNAL STORMWATER DRAINAGE PIPES TO SITE SHALL BE MINIMUM SN8 CLASS uPVC OR PP PROJECT
US IL: 0.65M
WITH MINIMUM 0.5% GRADE.
DS IL: 0.85M
3. ALL STORMWATER GRATES/LIDS WITHIN TRAFFICABLE AREAS TO BE CLASS "D" IN ACCORDANCE
53 - 55 DOONELLA STREET
WITH AS3996. TEWANTIN
4. OCEAN GUARD LITTER BASKET OR APPROVED EQUIVALENT TO BE PROVIDED AND INSTALLED IN
ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS.
5. RAINWATER TANKS TO BE PLUMBED FOR INTERNAL REUSE TO LAUNDRY AND TOILET FITTINGS. TITLE
6. ALL GRATES AND LIDS SHALL SIT FLAT WITH ITS SURROUND AND NOT BE LOOSE OR MOVE
UNDER WHEEL LOADS. STORMWATER DRAINAGE
7. ALL STORMWATER STRUCTURES TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT
SPECIFICATION, AND LOCAL AUTHORITY GUIDELINES AND SPECIFICATIONS. PLAN
ENDWALL WITH ROCK APRON 8. THE LOCATION OF ALL SERVICES MUST BE CONFIRMED ON SITE PRIOR TO WORKS COMMENCING
SCOUR PROTECTION. PROVIDE AND THE ENGINEER SHALL BE ADVISED OF ANY CONFLICTS AS SOON AS POSSIBLE.
ONE-WAY FLAP GATE OUTLET 9. LANDSCAPED AND VEGETATED AREAS TO BE GRADED LOCALLY LOCALLY TOWARDS DRAINAGE.
PROJECT NO. DRAWING NO. STATUS
20210038 C10 MCU
DRAWN DESIGNED SCALE ISSUE
BRP BRP NTS A
Page 25
PROPOSED SITE CATCHMENT AREAS
EXISTING SITE CATCHMENT AREAS
MCU
ISSUE
EXTERNAL UPSTREAM
E2 E2 CATCHMENT
E1 E1
INTERNAL GROUND
CATCHMENT
C1 C2
INTERNAL ROOF
CATCHMENT
R1
R2
R1 R2
R3 R4
C2 30/08/2021
EA ID: 2557785
RPEQ: 26443
-
23/08/21 ISSUED FOR MCU - BRP
C1 DATE REVISION MARK CHK
PROJECT ENGINEER
C3 C4
E [email protected]
PROPOSED CATCHMENT AREAS A 37 MARY ST NOOSAVILLE, QLD
FRACTION P +61 7 5211 1003
CATCHMENT AREA (Ha)
IMPERVIOUS (%)
CLIENT
EXISTING CATCHMENT AREAS R1 0.013 100.0
ROWAN ANDERSON
FRACTION R2 0.013 100.0
CATCHMENT AREA (Ha) PROJECT
IMPERVIOUS (%)
R1 0.017 100.0
R3 0.013 100.0 53 - 55 DOONELLA STREET
R4 0.013 100.0 TEWANTIN
R2 0.024 100.0
C1 0.011 75.9
C1 0.048 7.1 TITLE
C2 0.016 70.1
C2 0.041 23.0 STORMWATER CATCHMENT
C3 0.026 22.9
E1 0.003 69.4 PLAN
C4 0.025 30.2
E2 0.006 50.6
E1 0.003 69.4
PROJECT NO. DRAWING NO. STATUS
E2 0.006 50.6 20210038 C20 MCU
DRAWN DESIGNED SCALE ISSUE
BRP BRP NTS A
Page 26
Ocean Protect Ocean Guard Litter Basket
Documentation
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OceanGuard Technical Design Guide [OCR of page images] ©|OCEAN PROTECT OceanGuard Technical Design Guide
Page 28
Ocean Protect | OceanGuard Technical Design Guide
Table of Contents
Introduction ............................................................................................................................................ 2
Operational Overview ............................................................................................................................ 2
Features .................................................................................................................................................. 3
Configurations ........................................................................................................................................ 3
Performance ........................................................................................................................................... 4
Maintenance........................................................................................................................................... 4
Design Basics .......................................................................................................................................... 5
1. Hydraulic Design & Configuration ............................................................................................................. 5
2. Water Quality Design................................................................................................................................. 5
3. Mass Load Design ...................................................................................................................................... 5
Rev: 1 Last Updated: March 2019
Page 1 of 5
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Ocean Protect | OceanGuard Technical Design Guide
Introduction
The OceanGuard technology is a gully pit basket designed to fit within new and existing stormwater pits
targeting pollution in stormwater runoff. The system is offered with a choice of filtration bag liners, designed
to remove gross pollutants, total suspended solids and attached pollutants. It can be adopter as a stand-
alone technology or as part of a treatment train with our StormFilter or Jellyfish filtration products.
The filtration bag, filtration cage and flow diverter work together to maximise the flow treated, pollutant
capture, hydraulic efficiency and ultimately retaining captured pollutants dry. OceanGuard pit inserts are
highly effective, easy to install and simple to maintain.
Operational Overview
The OceanGuard is installed into field or kerb inlet gully pits. The flow diverter at top of the unit has a rigid
recycled plastic HDPE skirt that is installed against the walls directing all incoming stormwater flows into the
filtration bag.
The stormwater is then filtered via direct screening through the filtration bag liner ensuring that any debris
larger than the openings in the filtration bag are captured and retained.
During large storm events the water elevation in the filtration bag can rise and peak flows are internally
bypassed through slots created in the flow diverter which has no moving parts that may prematurely fail.
At the end of the storm event debris and stormwater rest at the base of the filtration bag where the stored
material will start to dry until the next storm event.
Figure 1: OceanGuard components
Page 2 of 5
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Ocean Protect | OceanGuard Technical Design Guide
Features
The OceanGuard technology has the following features:
- Flow Diverter
Directs flow into the unit for filtration of stormwater flows and includes an in-built rigid bypass to
divert stormwater overflows in high-intensity and peak storm flows.
- Filtration Bag
Removable coarse (gross pollutant removal) and fine grade (200micron) filtration bags.
- Filtration Cage
The supporting cage that allows for the use of larger filtration bags.
The OceanGuard can also be fitted with an oil/hydrocarbon adsorbent material (optional) to capture and
retain oil and grease. The adsorbent material is contained in socks that are designed to ensure maximum
contact with stormwater as it enters the gully pit.
The OceanGuard is designed to be easily retrofitted into new and existing stormwater pits, requiring no
construction or land take. The OceanGuard is often the most practical solution and reduces the pollutant
load and maintenance burden on downstream infrastructure.
Configurations
The OceanGuard can fit a range of pits typically found in Australia including, kerb entry, rear entry with grated
drain entry as well as field gully pits. There are multiple sizes to suit pits ranging in plan dimensions of 450 x
450mm – 1200 x 1200mm. Additional custom sizes are available to suit circular and non-standard pits.
The standard OceanGuard configuration treats surface flow only, see figure 2. In some instances, it may be
necessary to treat pipe flow, see figure 3. Remember to limit the upstream catchment to the basket to no
more than 1000m2 (or DN300mm pipe) otherwise the peak flows may cause structural damage to the
OceanGuard. Furthermore, to assist design checks by a suitable qualified engineer need to be undertaken to
ensure the upstream catchment is not excessively large. Please note that the OceanGuard technology is not
a replacement for an in-line gross pollutant trap.
Figure 2: Standard configuration – surface flow Figure 3: Example configuration – pipe flow
Another typical configuration required, is where the runoff collected by grated strip or trench drains needs
to be treated, see figure 4.
Page 3 of 5
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Ocean Protect | OceanGuard Technical Design Guide
Figure 4: Example configuration – Grated strip/trench drain
Performance
Typically, laboratory testing provides a means to generate hydraulic and basic performance data, but it
should also be complemented with long-term field data. Gully pit baskets that operate under unrestricted
flows require both a combination lab and field studies to accurately understand performance.
Ocean Protect has and is undertaking field testing locally in Australia and copies of the supporting articles are
available upon request from Ocean Protect.
Gully pit baskets and associated technology have been available in Australia and overseas for more than 20
years. The OceanGuard technology has design elements and removal performance that are the same as some
off-patent technologies, such as the previous generation EnviroPod previously sold by Stormwater360
Australia (Now Ocean Protect) under licence.
The OceanGuard meets all previous performance data and current approvals across Australia in terms of
pollutant removal, flow rate and head loss. Please contact your Ocean Protect representative for more
information.
Please contact your Ocean Protect representative to obtain the StormFilter approval status in your area.
Maintenance
Maintenance of the OceanGuard is simple effective and seldom requires confined space entry or specialised
equipment, often being completed by hand without the need of vacuum equipment. Simply remove the
OceanGuard from the pit with the tags provided and invert the bag into a waste bin. Inspect the liner and
brush by hand or spray with a pressure washer if required to rejuvenate the filtration bag. Record the
information and replace the filtration bag.
Inspection & Cleaning
The Ocean Guard® system should be inspected at regular intervals from 1-2 months during the first year of
installation to ensure optimum performance. The frequency at which the OceanGuard will need to be
maintained will depend on site activities, land uses, catchment area and this size of OceanGuard installed, 1-
6 times annually (3-4 typ.).
For further information please refer to the OceanGuard Operations and Maintenance Manual.
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Ocean Protect | OceanGuard Technical Design Guide
Design Basics
The design requirements of any OceanGuard system is detailed in 3 typical steps.
1. Hydraulic Design & Configuration
2. Water Quality Design
3. Mass Load Design
1. Hydraulic Design & Configuration
All OceanGuard inserts must be designed to ensure that the hydraulic requirements of the system are met
without adversely impacting the upstream hydraulics (limiting the likelihood of localised flooding).
2. Water Quality Design
Ocean Protect recommends and uses the widely endorsed Model for Urban Stormwater Improvement
Conceptualisation (MUSIC), which makes it easy to correctly sizing an appropriate StormFilter system for your
site.
A complimentary design service which includes MUSIC modelling is provided by the Ocean Protect
engineering team. Simply email your project details to [email protected] or alternatively you
can always call one of our engineers for a discussion or to arrange a meeting in your office. The team will
provide you with an efficient design containing details of the devices required to meet your water quality
objectives together with budget estimates, product drawings and the MUSIC (.sqz) file.
Alternatively, you can download the MUSIC treatment nodes for the Ocean Protect products from our
website (www.oceanprotect.com.au).
When designing/modelling an OceanGuard system for water quality purposes in MUSIC, a single GPT node is
utilised. The GPT node is utilised with relevant removal efficiencies inserted. These parameters can vary
based on the jurisdiction (authority) of your project, relevant details can be obtained from Ocean Protect.
When modelling, the high-flow bypass is modified in node by adding the total number of Ocean Guards
installed and multiplying this number by 20L/s, eg 10 x Ocean Guards = 0.2m3/s.
All details such as drawings, specifications and maintenance manuals can also be downloaded for integration
into your project’s documentation. Additionally the Ocean Protect team is available to review your model
and provide additional assistance and guidance on the configuration of the OceanGuard system(s) for your
project.
3. Mass Load Design
Always be mindful of the magnitude of upstream catchment areas pay particular attention to perceived dirty
or high loading sites. The Ocean Protect team can provide assistance and details on this process.
Page 5 of 5
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OceanGuardTM Operations & Maintenance Manual [OCR of page images] ©|OSEAN PROTECT OceanGuard™ Operations & Maintenance Manual
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Ocean Protect | OceanGuard Operations & Maintenance Manual
Table of Contents
Introduction ........................................................................................................................................... 2
Why do I need to perform maintenance? .................................................................................................... 2
Health and Safety................................................................................................................................... 3
Personnel health and safety ......................................................................................................................... 3
How does it Work? ................................................................................................................................ 4
Maintenance Procedures....................................................................................................................... 4
Primary Types of Maintenance .................................................................................................................... 4
Minor Service ................................................................................................................................................ 5
Hand Maintenance.................................................................................................................................... 5
Vacuum Maintenance ............................................................................................................................... 5
Major Service (Filter Bag Replacement)....................................................................................................... 5
Additional Reasons of Maintenance ............................................................................................................ 6
Hazardous Material Spill ........................................................................................................................... 6
Blockages................................................................................................................................................... 6
Major Storms and Flooding ...................................................................................................................... 6
Disposal of Waste Materials ......................................................................................................................... 6
Maintenance Services ............................................................................................................................ 6
Rev: 1 Last Updated: March 2019
Page 1 of 6
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Ocean Protect | OceanGuard Operations & Maintenance Manual
Introduction
The primary purpose of stormwater treatment devices is to capture and prevent pollutants from entering
waterways, maintenance is a critical component of ensuring the ongoing effectiveness of this process. The
specific requirements and frequency for maintenance depends on the treatment device and pollutant load
characteristics of each site. This manual has been designed to provide details on the cleaning and
maintenance processes as recommended by the manufacturer.
The OceanGuard technology is a gully pit basket designed to fit within new and existing gully pits to remove
pollution from stormwater runoff. The system has a choice of Filtration liners, designed to remove gross
pollutants, total suspended solids and attached pollutants as either a standalone technology or as part of a
treatment train with our StormFilter or Jellyfish Filtration products. OceanGuard pit baskets are highly
effective, easy to install and simple to maintain.
Why do I need to perform maintenance?
Adhering to the maintenance schedule of each stormwater treatment device is essential to ensuring that it
functions properly throughout its design life.
During each inspection and clean, details of the mass, volume and type of material that has been collected
by the device should be recorded. This data will assist with the revision of future management plans and help
determine maintenance interval frequency. It is also essential that qualified and experienced personnel carry
out all maintenance (including inspections, recording and reporting) in a systematic manner.
Maintenance of your stormwater management system is essential to ensuring ongoing at-source control of
stormwater pollution. Maintenance also helps prevent structural failures (e.g. prevents blocked outlets) and
aesthetic failures (e.g. debris build up), but most of all ensures the long term effective operation of the
OceanGuard.
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Ocean Protect | OceanGuard Operations & Maintenance Manual
Health and Safety
Access to pits containing an OceanGuard typically requires removing (heavy) access covers/grates, but
typically it is not necessary to enter into a confined space. Pollutants collected by the OceanGuard will vary
depending on the nature of your site. There is potential for these materials to be harmful. For example,
sediments may contain heavy metals, carcinogenic substances or sharp objects such as broken glass and
syringes. For these reasons, there should be no primary contact with the waste collect and all aspects of
maintaining and cleaning your OceanGuard require careful adherence to Occupational Health and Safety
(OH&S) guidelines.
It is important to note that the same level of care needs to be taken to ensure the safety of non-work
personnel, as a result it may be necessary to employ traffic/pedestrian control measures when the device is
situated in, or near areas with high vehicular/pedestrian activity.
Personnel health and safety
Whilst performing maintenance on the OceanGuard pit insert, precautions should be taken in order to
minimise (or when possible prevent) contact with sediment and other captured pollutants by maintenance
personnel. In order to achieve this the following personal protective equipment (PPE) is recommended:
Puncture resistant gloves
Steel capped safety boots,
Long sleeve clothing, overalls or similar skin protection
Eye protection
High visibility clothing or vest
During maintenance activities it may be necessary to implement traffic control measures. Ocean Protect
recommend that a separate site specific traffic control plan is implemented as required to meet the relevant
governing authority guidelines.
The OceanGuard pit insert is designed to be maintained from surface level, without the need to enter the
pit. However depending on the installation configuration, location and site specific maintenance
requirements it may be necessary to enter a confined space occasionally. It is recommended that all
maintenance personnel evaluate their own needs for confined space entry and compliance with relevant
industry regulations and guidelines. Ocean Protect maintenance personnel are fully trained and carry
certification for confined space entry.
Page 3 of 6
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Ocean Protect | OceanGuard Operations & Maintenance Manual
How does it Work?
OceanGuard is designed to intercept stormwater as it enters the stormwater pits throughout a site. The
OceanGuard has diversion panels that sit flush with the pit walls, this ensures that as stormwater enters at
the top of the pit it is directed to the middle of the insert where the Filtration bag is situated. The filtration
bag allows for screening to occur removing 100% of pollutants greater than the opening of the filtration
material (200micron, 1600micron bags available).
During larger rain events the large flows overflow slots in the flow diverter of the OceanGuard ensure that
the conveyance of stormwater is not impeded thus eliminating the potential for surface flooding. As the flow
subsides, the captured pollutants are held in the OceanGuard Filtration bag dry. The waste then starts to dry
which reduces the magnitude of organic material decomposition transitioning between maintenance
intervals.
Maintenance Procedures
To ensure that each OceanGuard pit insert achieves optimal performance, it is advisable that regular
maintenance is performed. Typically the OceanGuard requires 2-4 minor services annually, pending the
outcome of these inspections additional maintenance servicing may be required.
Primary Types of Maintenance
The table below outlines the primary types of maintenance activities that typically take place as part of an
ongoing maintenance schedule for the OceanGuard.
Description of Typical Activities Frequency
Filter bag inspection and evaluation
Minor Service Removal of capture pollutants 2-4 Times Annually
Disposal of material
Filter Bag Replacement
Major Service As required
Support frame rectification
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Ocean Protect | OceanGuard Operations & Maintenance Manual
Maintenance requirements and frequencies are dependent on the pollutant load characteristics of each site.
The frequencies provided in this document represent what the manufacturer considers to be best practice
to ensure the continuing operation of the device is in line with the original design specification.
Minor Service
This service is designed to return the OceanGuard device back to optimal operating performance. This type
of service can be undertaken either by hand or with the assistance of a Vacuum unit.
Hand Maintenance
1. Establish a safe working area around the pit insert
2. Remove access cover/grate
3. Use two lifting hooks to remove the filtration bag
4. Empty the contents of the filtration bag into a disposal container
5. Inspect and evaluate the filtration bag
6. Inspect and evaluate remaining OceanGuard components
(i.e. flow diverter, filtration cage and supporting frame)
7. Rejuvenate filtration bag by removing pollutant build up with a stiff brush, additionally the filtration
bag can be washed using high pressure water
8. Re-install filtration bag and replace access cover/grate
Vacuum Maintenance
1. Establish a safe working area around the pit insert
2. Remove access cover/grate
3. Vacuum captured pollutants from the filtration bag
4. Remove filtration bag
5. Inspect and evaluate the filtration bag
6. Inspect and evaluate remaining OceanGuard components
(i.e. flow diverter, filtration cage and supporting frame)
7. Rejuvenate filtration bag by removing pollutant build up with a stiff brush, additionally the filtration
bag can be washed using high pressure water
8. Re-install filtration bag and replace access cover/grate
Major Service (Filter Bag Replacement)
For the OceanGuard system, a major service is a reactionary process based on the outcomes from the
minor service.
Trigger Event from Minor Service Maintenance Action
Filtration bag inspection reveals
Replace the filtration bag[1]
damage
Perform rectification works and if
Component inspection reveals damage
necessary replace components[1]
[1] Replacement filtration bags and components are available for purchase from Ocean Protect.
Page 5 of 6
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Ocean Protect | OceanGuard Operations & Maintenance Manual
Additional Reasons of Maintenance
Occasionally, events on site can make it necessary to perform additional maintenance to ensure the
continuing performance of the device.
Hazardous Material Spill
If there is a spill event on site, all OceanGuard pits that potentially received flow should be inspected and
cleaned. Specifically all captured pollutants from within the filtration bag should be removed and disposed
in accordance with any additional requirements that may relate to the type of spill event. All filtration bags
should be rejuvenated (replaced if required) and re-installed.
Blockages
The OceanGuards internal high flow bypass functionality is designed to minimise the potential of
blockages/flooding. In the unlikely event that flooding occurs around the stormwater pit the following steps
should be undertaken to assist in diagnosing the issue and implementing the appropriate response.
1. Inspect the OceanGuard flow diverter, ensuring that they are free of debris and pollutants
2. Perform a minor service on the OceanGuard
3. Remove the OceanGuard insert to access the pit and inspect both the inlet and outlet pipes, ensuring
they are free of debris and pollutants
Major Storms and Flooding
In addition to the scheduled activities, it is important to inspect the condition of the OceanGuard pit insert
after a major storm event. The inspection should focus on checking for damage and higher than normal
sediment accumulation that may result from localised erosion. Where necessary damaged components
should be replaced and accumulated pollutants disposed.
Disposal of Waste Materials
The accumulated pollutants found in the OceanGuard must be handled and disposed of in a manner that is
in accordance with all applicable waste disposal regulations. When scheduling maintenance, consideration
must be made for the disposal of solid and liquid wastes. If the filtration bag has been contaminated with
any unusual substance, there may be additional special handling and disposal methods required to comply
with relevant government/authority/industry regulations.
Maintenance Services
With over a decade and a half of maintenance experience Ocean Protect has developed a systematic
approach to inspecting, cleaning and maintaining a wide variety of stormwater treatment devices. Our fully
trained and professional staff are familiar with the characteristics of each type of system, and the processes
required to ensure its optimal performance.
Ocean Protect has several stormwater maintenance service options available to help ensure that your
stormwater device functions properly throughout its design life. In the case of our OceanGuard system we
offer long term pay-as-you-go contracts, pre-paid once off servicing and replacement filter bags.
For more information please visit www.OceanProtect.com.au
Page 6 of 6
Page 40
Bioretention Inspection Checklist
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Page 41
BIORETENTION SWALE MAINTENANCE CHECKLIST
3 to 6 Date of
Inspection Frequency:
monthly Visit:
Location:
Description:
Site Visit by:
INSPECTION ITEMS Y N ACTION REQUIRED (DETAILS)
Sediment accumulation at inflow points?
Litter within swale?
Erosion at inlet or other key structures?
Traffic damage present?
Vegetation condition satisfactory (density,
weeds etc)?
Replanting required?
Mowing required?
Clogging of drainage points?
Evidence of ponding?
Set down from kerb still present?
Damage/vandalism to structures?
Surface clogging visible?
Drainage system inspected?
Remulching of trees and shrubs required?
Soil additives or amendments required?
Pruning and/ or removal of dead or diseased
vegetation required?
Resetting of system required?
COMMENTS
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Page 42
Noosa Council documents
Flood Information Certificate
This certificate is issued in response to an information request for a property which is located within the
geographical boundaries of Noosa Council.
Applicants Name Built by Athena Issue Date 08 April 2021
Applicants Address 56 Joseph Street Property Number 145377
CAMP HILL QLD 4152 Property
Lot 4 T 16337
Description
Address 53 Doonella St Tewantin
Qld 4565
Our Reference Cer21/1328
Email Address [email protected] Issuing Officer Mark Lewis
Your Reference NA
This certificate is issued in response to an enquiry for the above property:
REGISTERED OWNER/S NAME: Ashburton Pastoral Company P/L TTE
DEFINED FLOOD LEVEL: 2.5m AHD
DEFINED FLOOD EVENT: 1% AEP Under 2100 Climate Change Conditions
SOURCE OF INFORMATION: Noosa River Flood Study 2016, WMA Water
HIGHEST HISTORICAL FLOOD A flood level has not been recorded for this property
LEVEL:
LOCATION DESCRIPTION OF
A flood level has not been recorded for this property
RECORDED HISTORICAL EVENT:
DATE OF HISTORICAL EVENT: A flood level has not been recorded for this property
FREEBOARD: 0.3m
APPLICABLE MINIMUM FLOOR
LEVEL FOR HABITABLE ROOM /
*2.8m AHD (as required by The Noosa Plan)
AREA:
THIS CERTIFICATE IS VALID FOR 6 MONTHS FROM DATE OF ISSUE.
*Velocity note:
The subject property is located in an active water flow area and the velocity of the water is up to approximately
0.2m/s for the 1% AEP Defined Flood Event.
www.noosa.qld.gov.au [email protected] T 07 5329 6500
PO Box 141 Tewantin Qld 4565 ABN 97 969 214 121
Flood Information Certificate (FSCV3-0809) Page 1 of 3
Document Set ID: 21439048
Version: 2, Version Date: 08/04/2021 Print Date: 8 April 2021, 2:33 PM
Page 43
Noosa Council documents
CLIMATE CHANGE
The advice provided in this certificate is based upon information relating to historically recorded flood events and
future climate condition. The defined flood event incorporates an allowance for climate change for the 1% AEP at
year 2100. Climate change projections include increased rainfall intensity, higher mean sea level and more
extreme weather conditions (e.g. storm surge and tropical cyclones).
NOTES FOR FLOOD INFORMATION
1. The absence of Highest Historical Flood Level information does not imply that the above property is not
subject to flooding, simply that Council has no record of this property flooding. Applicants are encouraged to
make their own local enquiries.
2. In accordance with the Low Density Housing Code, the MINIMUM FLOOR LEVEL is calculated as
whichever is greater of either:
(a) 300mm freeboard added to the Defined Flood Event for the site; or
(b) 500 mm freeboard added to the Highest Historical Flood Level appropriate to the site; or
(c) If the property is intended for use as a Hospital, Aged Residential Care Facility or Emergency
Services Facility then the Council should be contacted to determine this level.
3. Council advises that if stormwater drainage pipelines/easements exist on the property then no earthworks or
building are permitted in the easement.
4. All buildings shall conform to the relevant Planning Scheme Code in The Noosa Plan.
5. Please be aware of the natural topography in your area. Water runoff which exceeds the capacity of the
underground drainage system (if present) and which concentrates in surface depressions and gullies as it
flows down a catchment can cause localised flooding and is not identified in this certificate.
6. Filling must not cause actionable nuisance in accordance with Queensland Urban Drainage Manual.
7. Council advises that if there are openings to basements these openings require a minimum level at least
equal to the minimum floor level.
8. Please be aware that the reported flood information may vary in the future as new data becomes available.
9. Flood Hazard Maps within Council’s planning scheme are indicative only and should not be relied upon as a
guide to potential flooding.
www.noosa.qld.gov.au [email protected] T 07 5329 6500
PO Box 141 Tewantin Qld 4565 ABN 97 969 214 121
Flood Information Certificate (FSCV3-0809) Page 2 of 3
Document Set ID: 21439048
Version: 2, Version Date: 08/04/2021 Print Date: 8 April 2021, 2:33 PM
Page 44
Noosa Council documents
DISCLAIMERS
Flood information provided by Council should only be used as a guide to the extent of flooding on the property. This
information may be inaccurate or incomplete and it is recommended that purchasers make their own local enquiries with
regard to the flooding and drainage history of the site. NO LIABILITY IS ACCEPTED FOR THIS INFORMATION.
The property information supplied does not represent the highest probable flood level that could occur on this property. A flood
more severe than the level described above may occur, although such events would be extraordinary.
The absence of flood information does not imply that the above property is not subject to flooding, simply that Council has no
flood information for this property flooding.
If there is a history of flooding or drainage issues, we recommend you seek professional advice on this matter.
COUNCIL ACCEPTS NO RESPONSIBILITY FOR THE ACCURACY OF THIS INFORMATION
GLOSSARY OF TERMS
Term Definition
The Australian Height Datum (AHD) is the reference level for defining reduced levels
AHD adopted by the National Mapping Council of Australia. The level of 0.0 m AHD is
approximately mean sea level.
Defined Flood Level A water level derived through mathematical modelling of the Defined Flood Event.
Terminology consistent with State Planning Policy (SPP, 2003) which states “Defined Flood
Defined Flood Event Event is the flood event adopted by a local government for the management of development
in a particular locality”.
The Annual Exceedance Probability is the likelihood of occurrence of a flood or storm tide
inundation event of a given size or larger in any one year, usually expressed as a
percentage. For example, if an event has an AEP of 1%, it means that there is a 1% risk
1% AEP (i.e. probability of 0.01 or a likelihood of 1 in 100) of this event occurring in any one year. A
1% AEP event should not be interpreted as only occurring once in 100 years.
This flood event is also commonly called the 100 year ARI (Average Recurrence Interval) or
Q100.
Is a reference to the document summarising the results of the anticipated flooding relevant
Source of Information
to this location.
Highest Historical Flood
The highest flood water level from all historic events for which Council has records.
Level
Location Description of
A description of the site where the Highest Historical Flood Level was recorded.
Recorded Historical Event
Date of Historical Event The date on which the Highest Historical Flood Level occurred.
The minimum floor level calculated in accordance with the Town Plan through the addition
Minimum Floor Level of the relevant freeboard to the Defined Flood Level and the Highest Historical Flood Level.
Council requires that the higher of these two levels be used as the minimum floor level.
A factor of safety usually expressed as a height above the adopted Defined Flood Level. A
Freeboard freeboard tends to compensate for factors such as wave action and historical and modelling
uncertainties.
In a residential situation: a living or working area, such as a lounge room, dining room,
Habitable Room/Area
rumpus room, kitchen, bedroom or workroom.
Where a ‘regulation line’ has been set by Council to define the limit to which development
Flood Regulation Line
may encroach onto a floodplain, development is undertaken outside such ’regulation line’.
Rainfall Intensity The amount of rainfall occurring in a unit of time, usually expressed in millimetres/hour.
A tidal datum; the arithmetic mean of hourly heights of the sea at the tidal station observed
Mean Sea Level
over a period of time (preferably 19 years). Source: BOM This is approximately 0.0 m AHD
The elevation of water generated by a tropical cyclone above or below the normal
Storm Surge
astronomical tide.
A tropical cyclone is a low-pressure system which develops in the tropics and is sufficiently
Tropical Cyclones intense to produce sustained winds of at least 63 km/h or greater and gusts in excess of 90
km/h near the centre.
www.noosa.qld.gov.au [email protected] T 07 5329 6500
PO Box 141 Tewantin Qld 4565 ABN 97 969 214 121
Flood Information Certificate (FSCV3-0809) Page 3 of 3
Document Set ID: 21439048
Version: 2, Version Date: 08/04/2021 Print Date: 8 April 2021, 2:33 PM
Page 45
Department of Housing and Public Works
Form 15—Compliance certificate
for building design or
Version 4 – July 2017
specification
NOTE: This is to be used for the purposes of section 10 of the Building Act 1975 and/or section 46 of the
Building Regulation 2006.
RESTRICTION: A building certifier (class B) can only give a compliance certificate about whether building work
complies with the BCA or a provision of the Queensland Development Code (QDC). A building certifier (Class B)
can not give a certificate regarding QDC boundary clearance and site cover provisions.
1. Property description Street address (include no., street, suburb/locality and postcode)
This section need only be 53 & 55 Doonella Street
completed if details of street
address and property description Tewantin, QLD Postcode: 4565
are applicable.
Lot and plan details (attach list if necessary)
E.g. in the case of
(standard/generic) pool design/shell Lot 4 T16337 & Lot 5 RP73672
manufacture and/or patio and
carport systems this section may
In which local government area is the land situated?
not be applicable. Noosa Shire Council
The description must identify all
land the subject of the application.
The lot and plan details (e.g.
SP/RP) are shown on title
documents or a rates notice.
If the plan is not registered by title,
provide previous lot and plan
details.
2. Description of Operational Works – Stormwater drainage & parking design
component/s certified
Clearly describe the extent of work
covered by this certificate, e.g. all
structural aspects of the steel roof
beams.
3. Basis of certification
Noosa Shire Council Planning Scheme
Detail the basis for giving the
certificate and the extent to which AS2890.1, AS 2890.2 – Parking Facilities
tests, specifications, rules,
standards, codes of practice and other AS3500.3 – Plumbing & Drainage - Stormwater Drainage
publications, were relied upon.
Queensland Urban Drainage Manual (QUDM)
4. Reference documentation Architectural Plans (Project 2103: A02, A03, A04, A05)
Clearly identify any relevant
documentation, e.g. numbered Operational Works drawings (C10, C20, C30)
structural engineering plans.
RECOR 53 55 Doonella St Stormwater Engineering Report - 20210038
LOCAL GOVERNMENT USE ONLY
Date received Reference Number/s
Page 46
5. Building certifier reference Building certifier reference number
number
6. Competent person details Name (in full)
A competent person for building work,
means a person who is assessed by Nathan Wagstaff
the building certifier for the work as
competent to practice in an aspect of
Company name (if applicable) Contact person
the building and specification design, RECOR Ben Parry
of the building work because of the
individual’s skill, experience and Phone no. (business hours) Mobile no. Fax no.
qualifications in the aspect. The 07 5211 1003 0456 066 328
competent person must also be
registered or licensed under a law Email address
applying in the State to practice the
aspect. [email protected]
If no relevant law requires the Postal address
individual to be licensed or registered
to be able to give the help, the certifier
37 Mary Street
must assess the individual as having Noosaville, QLD Postcode 4566
appropriate experience, qualifications
or skills to be able to give the help.
Licence or registration number (if applicable)
If the chief executive issues any
guidelines for assessing a competent RPEQ: 26443
person, the building certifier must use
the guidelines when assessing the
person.
7. Signature of competent Signature Date
person
This certificate must be signed by the
individual assessed by the building 30/08/2021
certifier as competent.
The Building Act 1975 is administered by the Department of Housing and Public Works
Page 47
. G STRATEGIC STRATEGIC SOLUTIONS, CREATIVE THINKING rgstrategic.com.au