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MCU21.0117 OPW21.0199-Att 5 Stormwater · MCU21/0117
Attachment 5 Revised Stormwater Engineering Report Response to Council’s Information Request – Combined Applications for a Development Permit for a Material Change of Use and Operational Works Permit to Establish Multiple Dwellings (11 x Units) 5 Pearl Street and 54 Elm Street, Cooroy 4563 QLD Lot 2 on RP153798 and Lot 2 on RP64750 4CD DEVELOPMENTS PTY LTD (A.B.N. 28 649 018 904)
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STORMWATER ENGINEERING REPORT
The Belvedere on Pearl
5 Pearl Street
Cooroy, QLD 4563
Project No.: 21011
Version: 2.0
Version Date: 16/08/21
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PROJECT INFORMATION
Client: VIVIDO
Site Location: 5 Pearl Street / 54 Elm Street, Cooroy QLD 4563
Lot & Plan: Lot 2 RP153798 & Lot 2 RP64750
Proposed Development: ‘The Belvedere on Pearl’ residential development
RECOR Consulting
Project Reference: 21011
Contact Person: Benjamin Parry
Contact Phone: (07) 5211 1003
Document Control:
VERSION PREPARED REVIEWED DATE
1.0 B. Parry M. Poynter 02/07/2021
2.0 B. Parry M. Poynter 16/08/2021
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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 ............................................................................. 3
2.2.1 Existing Stormwater Infrastructure .................................................................................................... 3
2.2.1.1. Roof Drainage ......................................................................................................................... 3
2.2.1.1. Upstream Catchments............................................................................................................. 4
2.2.1 Stormwater Catchments .................................................................................................................... 5
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 .......................................................... 5
2.3.1 Stormwater Concept .......................................................................................................................... 5
2.3.2 Stormwater Catchments .................................................................................................................... 6
2. 4. F L O O D C O N S I D E R A T I O N S .................................................................................... 7
3. STORMWATER QUANTITY ............................................................................................................................ 8
3. 1. D I S C H A R G E T O P E A R L S T R E E T ............................................................................... 8
4. STORMWATER QUALITY ............................................................................................................................. 11
4. 1. C O N S T R U C T I O N P H A S E ...................................................................................... 11
4.1.1 Erosion and Sediment Control Measures ......................................................................................... 11
4.1.2 Erosion and Sediment Control Monitoring ....................................................................................... 12
4. 2. O P E R A T I O N A L ................................................................................................ 12
4.2.1 MUSIC Modelling ............................................................................................................................. 13
4.2.1.1. Rainwater Tanks ................................................................................................................... 14
4.2.1.1. Pit Inserts .............................................................................................................................. 16
4.2.1.1. Bioretention Areas ................................................................................................................ 17
4.2.1.2. MUSIC modelling results ....................................................................................................... 18
4.2.2 Operational Maintenance ................................................................................................................ 19
5. CONCLUSION .............................................................................................................................................. 20
PROPOSED DEVELOPMENT PLANS ........................................................................................ 22
STORMWATER HGL ANALYSIS ............................................................................................... 23
EXAMPLE ESC DEFECT DOCUMENTATION TEMPLATE ............................................................ 29
ECOSOL LITTER BASKET TECHNICAL SPECIFICATION .............................................................. 31
BIORETENTION INSPECTION CHECKLIST ................................................................................ 32
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1. INTRODUCTION
RECOR Consulting has been commissioned to prepare a Stormwater Management Report
to accompany a development application for a proposed residential unit development in
Pearl Street, Cooroy.
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 existing site is made up of two adjoining properties, Lot 2 on RP64750 (no. 54) and Lot
2 on RP153798 (no. 5), with street frontages on Elm Street and Pearl Street, Cooroy,
respectively. The neighbouring properties to the south-west, east and north-west are zoned
residential, with the land to the north-east designated as environmental open space on the
Council mapping service.
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2021)
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Lot 2 on RP64750 is accessed from the 21.456m frontage at 54 Elm St. The site has an area
covering 1,516.4m² and currently houses a dilapidated detached dwelling and two free
standing sheds on the western end of the site, and unmaintained vegetation on the eastern
end.
Figure 2.2 – 54 Elm Street, view east from driveway access.
Lot 2 on RP153798 has a 30.175m frontage which provides access to the property from 5
Pearl Street. The site covers 758.2m² and contains a detached dwelling and double bay
shed with predominately grass to the rear of the property.
Figure 2.3 – 5 Pearl Street, view west from south-eastern corner.
The two sites cover a combined area of 2,274.6m², made up of approximately 418m² of roof
area and 124m² of paved surfaces.
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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
2.2.1 Existing Stormwater Infrastructure
Data obtained from the detailed survey and Council’s interactive mapping show that there
is no existing stormwater infrastructure on either of the site frontages nor property
boundaries. Table drains convey stormwater drainage from the street along both Elm Street
and Pearl Street.
The nearest stormwater infrastructure is an existing 300mm diameter pipe located on the
southern side of Pearl Street, which is then conveyed through stormwater infrastructure in
Lot 0 SP260162 and Lot 48 C56013 towards an open drain in the environmental park) at
Lot 5 CP889589 to the north-east of the site (refer Figure 2.1).
2.2.1.1. Overland Flow
The surface run-off from the site drains towards the north-eastern corner of the lots into the
adjacent properties along the north and eastern boundary. No natural drainage channels
occur within the lots causing the stormwater to drain as overland sheet flow across slopes
of typically between 3% and 6%. From the north-eastern corner of the lot, the external
natural topography indicates the surface water is conveyed overland towards the open
drain in the environmental park at Lot 5 CP889589.
2.2.1.2. Roof Drainage
Within Lot 2 RP 64750, the roof drainage from the main dwelling is collected in gutters and
downpipes that appear to discharge toward the northern boundary as overland flow, as no
alternative discharge point was located on site nor into the road reserve. Neither of the free-
standing shed structures had gutters, so water from these areas would contribute directly
to overland flows.
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Figure 2.4 – Lot 2 RP 64750, roof downpipe draining towards northern boundary.
Roof run-off from the dwelling on Lot 2 RP 153798 is similarly collected in downpipes and
no outlet could be located within the property nor within the street drainage. It is assumed
that this water must be discharged as overland flow on site as surface levels along the
frontage are typically higher than within the property making gravity drainage to the street
unlikely.
Roof water from the garage on this property is collected and conveyed to a water tank on
site of approximately 10,000L, with overflows discharged as overland flow within the
property.
2.2.1.1. Upstream Catchments
Surface run-off from the upstream adjacent property on Lot 1 RP 153798 is expected to
enter Lot 2 RP 153798 as overland flow due to the observed absence of any existing
drainage infrastructure and the topography indicated by contour maps, however on site
confirmation of runoff was not achieved due to lack of favourable conditions. Roof water
from the dwelling on the upstream property appears to discharge directly to the table drain
on pearl street through a piped outlet.
Surface run-off from the road reserve is typically collected in the table drains along the street
frontage and does not appear to enter the site.
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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 2.5 – Existing Catchments Plan.
Figure 2.5 – Existing Catchments Plan.
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 leaves the property as overland surface flows into
the adjoining properties to the east and north of the proposed development. The proposed
lawful point of discharge for the proposed development will be to the existing table drain
on Pearl Street, which will have the benefit of reducing the impact of overland flow from the
site on the adjoining property owners, and ensuring the runoff is discharged in a controlled
manner into Council’s drainage network.
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Roof run-off will be collected and flow via downpipes into four slim-line rainwater tanks with
overflow into the internal drainage network within the site. Each tank is a nominal 5kL, with
3.75kL allocated to reuse purposes and the remaining 1.25kL per tank being dedicated for
attenuation. 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.
Finished surface levels will direct runoff to either stormwater pits or towards one of two
bioretention areas at the east and west of the property. The bioretention areas will provide
stormwater quality improvements to the run-off, as well as serving to provide additional
attenuation.
The attenuated run-off will be conveyed to a storage manhole to the south-east of the site
from where it will be pumped off the site to the downstream receiving table drain. The
transfer system (pump and drainage line) has been designed to ensure discharges are
within the capacity of the receiving system.
A stormwater drainage line will be installed along the south-western (upslope) boundary
with Lot 1 on RP153798 with inlet pits to collect the surface run-off from the upstream
catchments and divert it around the site, directly to the pump-out manhole. Similarly, a
slotted drain will be installed across the proposed driveway at the property boundary to
intercept upstream flows and convey them directly to the pump out storage area.
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.
2.3.2 Stormwater Catchments
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Point of Discharge
Figure 2.6 – Proposed Catchments Plan.
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 is not likely to be subject to flooding or inundation up to and including an
extreme (1 in 500 year) flood event.
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3. STORMWATER QUANTITY
3. 1. D I S C H A R G E T O P E A R L S T R E E T
As the existing site and upstream catchments currently drain overland into private property
to the north and east, and the proposal seeks to discharge the run-off to a new legal point
of discharge in Pearl Street, a comparison of the pre-development discharges to post-
development discharges at the point of discharge is not appropriate. To demonstrate the
impact to the receiving environment (system), an assessment of the existing street drainage
capacity in Pearl Street has been undertaken. This demonstrates that the receiving system
(the street table drain system) has the capacity to carry the 1% AEP storm event from its
contributing catchment (including the development site) to the sag point of Pearl Street to
drain to the trunk stormwater drainage line.
Based on contours of the locality, surface run-off generally drains to the northeast towards
the existing drainage channel in the environmental park to the north. The existing
contributing catchment is predominately comprised of residential properties, road and
verge strips. The area currently draining to the street drainage system (where the new
proposed legal point of discharge is located) is shown below in Figure 3.1 – Existing Street
Drainage Catchments.
Figure 3.1 – Existing Street Drainage Catchments.
The peak storm event for the 1% AEP was modelled using the Autodesk Storm and Sanitary
Analysis module, with the catchment hydrology 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, along with the upstream and
downstream catchments within Pearl Street (estimated based on contour maps and site
inspections), and the street drainage characteristics to determine a maximum discharge
from the development. The catchment details for the proposed development site (Figure
2.6 – Proposed Catchments Plan.) are shown below in Table 3.1-Development Catchment
Areas.
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Table 3.1-Development Catchment Areas
Catchment Area (Ha) Run-off Coefficient
C1 0.0167 0.96
C2 0.0196 0.96
C3 0.0279 0.96
C4 0.0168 0.96
C5 0.0168 0.96
C6 0.0354 0.76
C7 0.0030 0.33
C8 0.0097 0.33
C9 0.0191 0.33
C10 0.0168 0.76
C11 0.0369 0.76
C12 0.0082 0.33
E2 0.0442 0.34
E3 0.0667 0.34
E4 0.0372 0.77
E5 0.0204 0.96
E6 0.0331 0.37
E7 0.0277 0.77
Using the modelling, a suitable pump-out rate for the development to discharge into Pearl
Street can be established for the 100-year storm event. It was determined that discharging
from the proposed development at a rate limited to 64L/s (including the discharge of
upstream catchments that are conveyed through the property), will ensure that the
discharge is able to be conveyed in the street drainage system with minimal impacts to the
upstream or downstream properties.
The modelling also demonstrates that the storage areas, comprised of the 4 x 5,000L
rainwater tanks (attenuation portion only), the bioretention areas and the pump-out storage
manhole provide sufficient capacity so that the internal drainage network is not exceeded
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for the 1% AEP storm event with this pump out rate. The output of the hydraulic modelling
showing the maximum Hydraulic Grade Lines (HGL) for the development is provided in
Appendix B Stormwater HGL Analysis.
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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 is 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.
Figure 4.1 SPP 2017 Construction Phase Stormwater Management Design Objectives
Appendix A (Proposed Development Plans) contains the site-specific erosion and sediment
control (ESC) Plan prepared for the development. The measures proposed for the site
include:
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1. Sediment fencing is to be installed along the northern and eastern boundaries of the
site to capture sediment from leaving the site. Drainage paths will be inspected to
ensure the sediment fences are not being bypassed as a result.
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.
In addition to these measures, stockpiles and construction materials will not be stored within
the road reserve and shall be contained using sediment fencing downstream of these areas.
Turfed diversion swales will be provided at upstream boundaries to reduce flows to
earthworks areas and sediment disposal from the site shall be undertaken to the satisfaction
of Noosa Shire Council.
4.1.2 Erosion and Sediment Control Monitoring
The control measures described above will be maintained in an effective operational
condition during the construction works. Regular inspections will be carried out by the
contractor and any defects in the erosion and sediment control devices specified will be
remedied as soon as practicable. Inspections (in accordance with SPP 2017) are to be
carried out as follows:
1. Routine Inspection – is to be carried out daily while work is being carried out
on site, or weekly while works are not being carried out.
2. Preventative inspection – to be carried out a maximum of 24 hours before
rain is forecast.
3. Reactive inspection – to be carried out within 18 hours of a rainfall event
sufficient to mobilise surface sediment on the site.
Documentation of any defects will also be carried out in accordance with SPP 2017, which
includes recording the date the defect was identified, a description of the defect, the
cause of the defect and measures that can be implemented to reduce the likelihood of the
defect reoccurring. Once the device has been repaired, the date of repair and the solution
implemented will also be recorded in the documentation. An example template for this
documentation has been provided in Appendix C Example ESC Defect Documentation
Template.
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:
“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:
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• 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 5,000L Slimline Rainwater tanks will be used to capture roof run-off, with 75% of
the tank volume allocated to reuse, and 25% to detention storage.
• 2 x Bioretention areas will be used to treat and detain stormwater run-off from
driveway areas.
• Ecosol Litter baskets (or similar) with 200µm mesh are to be provided within all
field inlet pits minimise sediment and gross pollutants from entering the drainage
line. Refer to Appendix D Ecosol Litter Basket Technical Specification for details.
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.
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.
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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 collecting roof water are connected to the source nodes representing
their drained catchments. Each of the tanks to be provided is modelled as a 5kL storage
volume, with 3.75kL allocated for re-use (assumed to be full at beginning of the modelling)
and the remaining portion being for attenuation purposes.
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Figure 4.4 – Typical Tank node configuration
Each tank is to be fitted with a first flush diverter to prevent potential sediments from
entering the tanks. This is modelled by assuming the first 25L of rainfall falling over the roof
area is diverted to the first flush diverter and discharged to irrigate vegetated areas on site,
equating to a 0.12mm increase to the rainfall threshold on the upstream roof source node.
The tanks will be plumbed for internal and external 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 ½ Pod C roof run-off:
▪ 2x2 bed = 3.2 persons
▪ 3.2 * 47L = 150.4L/day
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o ½ Pod C & Pod B roof run-off:
▪ 2x2 bed = 3.2 persons
▪ 2x3 bed = 4.6 persons
▪ 7.8 * 47L = 367L/day
o ½ Pod A roof run-off:
▪ 2x2 bed = 3.2 persons
▪ 3.2 * 47L = 150.4L/day
- External Reuse
o 75% of the pervious area in proximity to the tank will be irrigated at
548mm/year
o ½ Pod C roof run-off
▪ 0.75 * 110m² * 0.548 = 45kL/year
o ½ Pod C & Pod B roof run-off
▪ 0.75 * 162m² * 0.548 = 67kL/year
o ½ Pod A roof run-off
▪ 0.75 * 15m² * 0.548 = 6kL/year
4.2.1.1. Pit Inserts
All grated inlet pits within the development are to be fitted with Ecosol Litter baskets with
200µm filter Bags. These have been certified by the manufacturer as having the pollutant
removal efficiencies shown in Figure 4.5 - Ecosol Litter Basket Pollutant Removal Efficiencies.
The inserts are modelled using generic treatment nodes, with a high flow bypass of 53L/s
and concentration-based capture efficiency set in accordance with manufacturers
guidelines. Refer to Appendix D Ecosol Litter Basket Technical Specification for further
details on the devices.
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Figure 4.5 - Ecosol Litter Basket Pollutant Removal Efficiencies
4.2.1.1. Bioretention Areas
Two 12.5m² bioretention areas are to be provided within the development to capture and
treat surface run-off from road areas 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 4.6 –
Bioretention Node details.
Figure 4.6 – Bioretention Node details
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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.
Table 4.2 – Bioretention Area Plantings
Planting
Density
Scientific Name Common Name Form Height (mm) (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
4.2.1.2. MUSIC modelling results
The proposed treatment train is able to achieve the required water quality improvements
as shown below in Table 4.3 - MUSIC Modelling results.
Table 4.3 - MUSIC Modelling results
Sources Residual Percentage Percentage
Load Target Reduction
Total Suspended Solids (kg/yr) 560.37 94.50 80 83.14
Total Phosphorus (kg/yr) 1.24 0.41 60 66.93
Total Nitrogen (kg/yr) 7.47 4.07 45 45.49
Gross Pollutants (kg/yr) 66.58 0.00 90 100.00
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4.2.2 Operational Maintenance
Periodic maintenance and monitoring of the stormwater infrastructure proposed for this
development will 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 who may appoint a suitably
qualified maintenance contractor to undertake these activities.
The field inlet grates, 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.
The litter baskets shall be maintained in accordance with the manufacturer’s specifications.
Refer to Appendix D Ecosol Litter Basket Technical Specification 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 E 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.
Page 19 of 33
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 24
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 (potentially nuisance) flows into adjacent properties to the
north and east of the proposed development site.
• The proposed legal point of discharge for the site will be to the stormwater drainage
system on Pearl Street.
• As none of the existing catchments currently drain to the street, a pre-development
to post-development comparison of site discharges is not suitable for the
development. The existing capacity of the Pearl Street drainage system has been
analysed to determine an allowable discharge from the development to the legal
point of discharge.
The proposed development site, and the upstream and downstream catchments
draining to the Pearl Street drainage system have been modelled under the 1% AEP
storm event conditions to determine an appropriate discharge rate from the site that
will serve to minimise the impacts to the upstream or downstream network and
adjacent properties. It was found that with a maximum pump out rate of 64L/s from
the site, both the proposed internal stormwater network and the street drainage
system can suitably convey storms up to the 1% AEP.
• During construction, erosion and sediment control measures will be implemented
to minimise potential contaminants impacting the downstream receiving
environment. These measures are to be inspected and maintained regularly during
construction.
• 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 5,000L 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) and external (irrigation) purposes that will serve to
provide both treatment and reduce the volume of run-off entering the drainage
network. Overflows from the tanks, as well as overland flows from the ground areas,
are to be directed toward the site’s stormwater treatment devices. These are
principally made up of two 12.5m2 bioretention areas that will treat the majority of
run-off from the driveway areas while also attenuating run-off volumes. Ecosol litter
baskets with 200µm filter screens will also be provided to all pits within the
development to ensure treatment for any run-off that bypasses or is unable to be
captured by the bioretention areas. The stormwater system will convey run-off to a
manhole chamber providing further attenuation storage prior to pump-out from the
site. Water pumps, to be specified by a hydraulic engineer, will be used to pump
Page 20 of 33
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 25
stormwater into the legal point of discharge on Pearl Street at a maximum rate of
64L/s from the development.
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
and neighbouring properties arising from the stormwater run-off while also meeting
the stormwater quality targets required for the development.
Page 21 of 33
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 26
Proposed Development Plans
Page 22 of 33
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 27
OP WORKS
THE BELVEDERE ON PEARL ISSUE
5 PEARL STREET, COOROY QLD 4562
CIVIL WORKS
NOTE: 6. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND
SURVEY ALL CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SHOWN
THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS ON THE DRAWINGS INCLUDING ANY POTENTIAL EXISTING SERVICES
BEFORE CLASHES PRIOR TO COMMENCEMENT OF CIVIL WORKS. CONTRACTOR TO
ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR IS TO PROVIDE IMMEDIATELY REPORT ANY DISCREPANCIES TO RECOR AND AWAIT FORMAL
A DIRECTION PRIOR TO COMMENCING CIVIL WORKS.
MINIMUM OF 72 HOURS NOTICE TO RECOR FOR REQUIRED INSPECTIONS. SHOULD 7. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS SHALL
THE BE RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, FOOTPATHS,
CONCRETE AREAS, GRAVEL AREAS, GRASSED AREAS AND ROAD
CONTRACTOR FAIL TO REQUEST AN INSPECTION, THE CONTRACTOR WILL BE PAVEMENTS.
RESPONSIBLE FOR ALL COSTS TO ALLOW FOR THE WORKS TO BE INSPECTED TO 8. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO
THE AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR
SATISFACTION OF RECOR. ANY INSPECTIONS THAT FAIL ARE TO BE REINSTATEMENT TO BE CARRIED OUT IMMEDIATELY TO THE SATISFACTION
RE-INSPECTED WITH OF INFRASTRUCTURE OWNER/MANAGER / AUTHORITY/COUNCIL.
ALL REINSPECTION COSTS TO BE PAID BY THE CONTRACTOR. 9. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL
WORKPLACE HEALTH AND SAFETY REQUIREMENTS.
a. PRESTART
10. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN CLOSE SITE BOUNDARY
b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF SEDIMENT PROXIMITY TO NEIGHBOURING LOT BOUNDARIES OR INFRASTRUCTURE,
AND EROSION CONTROL MEASURES UNSUITABLE GROUND CONTRACTOR TO ALLOW IN SCOPE OF WORKS TO PROVIDE ALL MEASURES
c. SIDE AND CUT OFF DRAINS NECESSARY TO ENSURE THE INTEGRITY OF EXISTING BOUNDARIES AND
INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW VIBRATION
d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL EQUIPMENT, TRENCH SHORING ETC AS REQUIRED.
e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT 11. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON
f. STORMWATER STRUCTURE BASE SLABS THESE DRAWINGS, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE
WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
g. SEWER RETICULATION
12. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL
h. WATER RETICULATION CONSTRUCTED WORKS IN ACCORDANCE WITH LOCAL GOVERNMENT
i. PAVEMENT SUBGRADE REQUIREMENTS. UNLESS OTHERWISE ADVISED BY RECOR CONTRACTOR TO
NOTE COUNCILS ADAC REQUIREMENTS.
j. PAVEMENT REINFORCING
13. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH RELEVANT
k. PAVEMENT PRIOR TO SEALING (PRESEAL) APPROVALS.
l. RETAINING WALL FOOTING REINFORCING 14. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL,
m. RETAINING WALL BLOCKWORK PRIOR TO CORE FILL LANDSCAPE AND OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL
CONSTRUCTION.
n. STEEL REINFORCEMENT OF CONCRETE STRUCTURES
15. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR DEMOLITION
o. PRACTICAL COMPLETION WORKS COMMENCING ON SITE.
p. ON MAINTENANCE 16. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS
q. OFF MAINTENANCE AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O.
r. ANY OTHER INSPECTION AS SPECIFIED BY LOCAL COUNCIL (REFER 17. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING
DEVELOPMENT APPROVAL) PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT
OF ANY WORKS ON SITE.
s. ANY OTHER INSPECTION AS REQUIRED BY UNITY WATER AND WHERE
18. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS IDENTIFIED
RELEVANT TO THEIR CERTIFICATION SCHEME
IN THE APPROVED VEGETATION MANAGEMENT PLAN. CONTRACTOR TO
LOCALITY PLAN
ENSURE ALL TREE ROOTS AND STUMPS ARE COMPLETELY REMOVED AND NOT TO SCALE
GENERAL NOTES BACKFILLED TO LEVEL 1 SUPERVISION. CONTRACTOR TO ALLOW TO MULCH
ALL CLEARED VEGETATION AND STOCKPILE ON SITE OR REMOVE FROM SITE
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN. AS DIRECTED.
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 19. DRAWINGS TO BE READ IN CONJUNCTION WITH THE FOLLOWING
CONTRACTOR TO ALLOW FOR ALL MEANS NECESSARY TO ACCURATELY CONSULTANTS/CONTRACTORS DRAWINGS: 02/07/21 ISSUED FOR OPW - MVP
SETOUT THE WORKS. DATE REVISION MARK CHK
SURVEYOR: SKYLINE SURVEYORS
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT PROJECT ENGINEER
ARCHITECT: ZEST BUILDING GROUP
SPECIFICATIONS AND WHERE FURTHER DETAILS ARE REQUIRED THE
CONTRACTOR SHALL REFER TO NOOSA SHIRE COUNCIL DEVELOPMENT HYDRAULICS: TBC
GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, ASSOCIATED
STANDARD DRAWINGS AND SPECIFICATIONS U.N.O. STRUCTURAL: RECOR
4. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED OUTSIDE OF LANDSCAPE: ZEST BUILDING DESIGN
THE TOLERANCES SPECIFIED WITHIN THE PROJECT SPECIFICATION AND 20. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT AUTHORITY:
LOCAL AUTHORITY REQUIREMENTS, THE CONTRACTOR WILL RECTIFY AT ROAD OPENING PERMIT AND TRAFFIC MANAGEMENT PLAN FOR ALL WORKS
THEIR COST INCLUSIVE OF ANY ADDITIONAL COSTS INCURRED BY RECOR. WITHIN COUNCIL ROAD RESERVES. CONTRACTOR TO ALLOW FOR ALL COSTS E [email protected]
ASSOCIATED WITH IMPLEMENTATION OF THE TMP.
5. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS A 37 MARY ST NOOSAVILLE, QLD
SUCH THEIR ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY IS 21. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH THE FOLLOWING P +61 7 5211 1003
TAKEN BY RECOR OR THE PRINCIPAL FOR THE ACCURACY AND LOCAL AUTHORITY APPROVALS: T.B.A
COMPLETENESS OF THIS INFORMATION. IT IS THE RESPONSIBILITY OF THE CLIENT
CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND LEVEL OF 22. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH OPW
ALL EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY WORKS. ANY APPROVALS BY COUNCIL. VIVIDO
DISCREPANCIES SHALL BE REPORTED TO THE SUPERINTENDENT. 23. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE PROJECT
CONTRACTOR TO LOCATE AND PROTECT SERVICES AS REQUIRED DURING BOUNDARY WITHOUT FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF
PROPOSED WORKS. THAT LAND INCLUDING BUT NOT LIMITED TO PRIVATE PROPERTY, ROAD THE BELVEDERE ON PEARL
RESERVE, PARKS/OPENSPACE, EASEMENTS.
5 PEARL STREET, COOROY
24. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION
DRAWINGS AND APPROVALS ON SITE AT ALL TIMES.
TITLE
25. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN
ACCORDANCE WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN AND COVER SHEET AND
CONSTRUCTION CODE (2013).
LOCALITY PLAN
PROJECT NO. DRAWING NO. STATUS
21011 C01 OPW
DRAWN DESIGNED SCALE ISSUE
MVP BRP 1:200 A
Page 28
OP WORKS
ISSUE
NOTE:
1. FOR GENERAL NOTES REFER DWG No. C01, WHICH IS TO BE REQUESTED AND VIEWED PRIOR
TO COMMENCEMENT OF CONSTRUCTION IF NOT SUPPLIED. LEGEND
2. THE CONTRACTOR WILL MAKE HIMSELF FULLY AWARE OF THE EXISTING FEATURES OF THIS FIRE HYDRANT
SITE AND ENSURE ANY ADDITIONAL WORKS NOT SHOWN ON THIS PLAN ARE INCLUDED IN THE SIGN
CONTRACT. PALM TREE
TREE
3. CONTRACTOR TO LOCATE AND PROTECT ALL EXISTING SERVICES ON SITE PRIOR TO
WATER METER
COMMENCEMENT OF WORKS.
SURVEY STN
4. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR TO ANY DEMOLITION WORKS PERMANENT SURVEY MARK
COMMENCING ON SITE. POWER POLE
5. SERVICES ON NEIGHBOURS DEVELOPMENTS SHOWN AS EXISTING AS ASSUMED WILL BE STREET LIGHT
ELECTRICITY MARKER
CONSTRUCTED PRIOR TO COMMENCEMENT OF WORKS.
ELECTRICITY PILLAR
6. ALL VEGETATION WITHIN THE LIMIT OF WORKS TO BE CLEARED, MULCHED AND REMOVED TELECOMMUNICATIONS MARKER
FROM SITE IN ACCORDANCE WITH APPROVED VEGETATION CLEARING PLAN (BY OTHERS) OR GAS LINE MARKER
IF SCHEDULED STOCKPILE FOR USE BY LANDSCAPER. REFER VEGETATION CLEARING PERMIT WATER LINE MARKER
FOR DETAILS. EXISTING POWER CONNECTION TO BE STORMWATER M/H
REMOVED. REMOVAL AND ANY WATER VALVE
7. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES ON SITE AND MAKE SUITABLE SEWER MANHOLE
REPLACEMENT REQUIRED TO BE ARRANGED
ARRANGEMENTS TO HAVE DISCONNECTED. TRAFFIC LIGHTS
BY SITE SUPERINTEND
8. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS DRAWING, THE TRAFFIC SIGNAL CONTROL BOX
CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN CONFIRMATION THAT WORKS TELSTRA PIT
CAN COMMENCE. STORM WATER
EXISTING BUILDING TO
9. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING PROPERTIES AND SEWER MAIN
BE DEMOLISHED AND
COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT OF ANY WORKS ON SITE. REMOVED OFFSITE GAS MAIN
10. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS AND SERVICES WATER MAIN
WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O.
COMMUNICATION CABLES
TELSTRA CONDUIT
ELECTRICITY
NOTE: SITE BOUNDARY
EXCEPT WHERE NOTED ON PLAN AND ASSOCIATED DESIGN
DRAWINGS, ALL IN-GROUND SERVICES WITHIN THE PROPERTY
BOUNDARY INCLUDING BUT NOT LIMITED TO: STORMWATER
DRAINAGE, SEWERAGE, WATER, GAS, ELECTRICAL AND
COMMUNICATIONS TO BE SAFELY BE DISCONNECTED, REMOVED
FROM SITE AND CAPPED OFF AT SITE BOUNDARY. CONTRACTOR TO EXISTING BUILDING TO
ARRANGE ALL NECESSARY APPLICATIONS AND PERMITS WITH THE EXISTING DRIVEWAY
TO BE DEMOLISHED BE DEMOLISHED AND
RELEVANT AUTHORITIES. SERVICES TO BE CAPPED IN REMOVED OFFSITE
ACCORDANCE WITH RELEVANT SERVICE PROVIDER
SPECIFICATIONS AND STANDARD DETAILS
EXISTING DRIVEWAY TO
BE DEMOLISHED AND EXISTING BUILDING TO
AREA MADE GOOD BE DEMOLISHED AND EXISTING WATER TANLK
REMOVED OFFSITE TO BE DEMOLISHED
AND
REMOVED OFFSITE
EXISTING POWER CONNECTION TO BE
REMOVED. REMOVAL AND ANY
REPLACEMENT REQUIRED TO BE ARRANGED
BY SITE SUPERINTENDENT
02/07/21 ISSUED FOR OPW - MVP
DATE REVISION MARK CHK
EXISTING DRIVEWAY TO BE PROJECT ENGINEER
DEMOLISHED AND REPLACED
WITH NEW FULL SITE
FRONTAGE. REFER TO DWG
C30 FOR DETAILS
E [email protected]
A 37 MARY ST NOOSAVILLE, QLD
P +61 7 5211 1003
CLIENT
VIVIDO
PROJECT
THE BELVEDERE ON PEARL
5 PEARL STREET, COOROY
TITLE
EXISTING FEATURES
LAYOUT PLAN
PROJECT NO. DRAWING NO. STATUS
21011 C02 OPW
DRAWN DESIGNED SCALE ISSUE
MVP BRP 1:200 A
Page 29
SEDIMENT RELEASE GUIDELINES
1. ALL RELEASES OF STORMWATER CAPTURED ONSITE, UNLESS OTHERWISE
FIELD INLET
15. FOR FIELD INLET STANDARD DETAIL AND SPECIFICATION REFER TO
OP WORKS
NOTED IN THIS STANDARD, MUST NOT EXCEED THE FOLLOWING LIMITS:
INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST ISSUE
PRACTICES STANDARD DRAWING ESC-02 GRATED STORMWATER (FIELD)
1.1. 50mg/L OF TOTAL SUSPENDED SOLIDS (TSS) AS A MAXIMUM
INLET SEDIMENT TRAP.
CONCENTRATION;
1.2. TURBIDITY (NTU) VALUE LESS THAN 10% ABOVE BACKGROUND;
OPERATION AND MAINTENANCE
1.3. pH VALUE MUST BE IN THE RANGE 6.5 TO 8.5 EXCEPT WHERE, AND TO
THE EXTENT THAT, THE NATURAL RECEIVING WATERS LIE OUTSIDE THIS
16. IN ACCORDANCE WITH NC ESC GUIDELINES, ALL ESC MEASURES SHALL BE LEGEND
INSPECTED:
RANGE.
· AT LEAST DAILY (WHEN WORK IS OCCURRING ON SITE) OR WEEKLY (WHEN
2. THE CONCENTRATION OF TSS RELEASED BY DEWATERING MAY ONLY CONSTRUCTION ENTRY/EXIT
WORK IS NOT OCCURRING ON SITE)
EXCEED 50mg/L WHERE IT CAN BE DEMONSTRATED AND SUPPORTED SHAKEDOWN AREA
· WITHIN 24 HOURS OF EXPECTED RAIN; AND
THROUGH DOCUMENTATION THAT:
· WITHIN 18 HOURS OF A RAINFALL EVENT (I.E. AN EVENT OF SUFFICIENT
2.1. FURTHER SIGNIFICANT RAINFALL IS FORECAST TO OCCUR BEFORE THE SEDIMENT FENCE
INTENSITY AND DURATION TO MOBILISE SEDIMENT ON SITE).
TSS CONCENTRATION IS LIKELY TO BE REDUCED TO 50mg/L; (INDICATIVE LOCATION)
17. IN ACCORDANCE WITH NC ESC GUIDELINES, MAINTENANCE OF ESC
2.2. RELEASING A HIGHER CONCENTRATION OF TOTAL SUSPENDED SOLIDS
MEASURES SHALL OCCUR IN ACCORDANCE WITH THE FOLLOWING TABLE:
WILL RESULT IN A BETTER ENVIRONMENTAL OUTCOME BY PROVIDING
STORAGE FOR THE CAPTURE AND TREATMENT OF RUN-OFF FROM THE
IMMINENT RAINFALL AND RUN-OFF. MAINTENANCE SCHEDULE
2.3. ALL REASONABLE AND PRACTICABLE STEPS HAVE BEEN TAKEN TO ESC MEASURES MAINTENANCE TRIGGER
TIMEFRAME FOR COMPLETION
OF MAINTENANCE
TREAT THE WATER WITHIN BEST-PRACTICE TIME FRAMES;
2.4. FLOCCULENT HAS BEEN APPROPRIATELY APPLIED AND THE
CONCENTRATION OF TSS IN THE CAPTURED WATER HAS ALREADY
SIGNIFICANTLY DECREASED.
3. FOR ALL OTHER STORMWATER RELEASES, FLOWS AND DISCHARGES FROM
THE SITE, THE RELEASE LIMIT PRESCRIBED IN (1a) ABOVE MUST NOT BE REPORTING
EXCEEDED UNLESS THE DEVELOPMENT IS IN FULL COMPLIANCE WITH THIS 18. CONTRACTOR IS TO PROVIDE AN UPDATED PROGRAM OF ESC MAINTENANCE
STANDARD. AND CONTROL OF ALL STAGES OF WORK FOR APPROVAL BY THE
SUPERINTENDENT.
NOTE: IT IS RECOMMENDED THAT A SITE-SPECIFIC RELATIONSHIP BETWEEN
TURBIDITY AND SUSPENDED SOLIDS IS DETERMINED FOR EACH SEDIMENT BASIN.
ONCE A CORRELATION BETWEEN SUSPENDED SOLIDS AND TURBIDITY HAS BEEN NOTES
ESTABLISHED FOR A SEDIMENT BASIN, TESTING STORMWATER FOR COMPLIANCE
WITH RELEASE LIMITS, PRIOR TO RELEASE, CAN BE DONE ON SITE WITH A 1. CONTRACTOR TO PROVIDE FINAL ESC DESIGN TO SUIT
TURBIDITY TUBE OR CALIBRATED TURBIDITY METER. THIS HAS THE ADVANTAGE PROPOSED CONSTRUCTION METHODOLOGY
OF PROVIDING IMMEDIATE ASSESSMENT TO JUSTIFY A RELEASE RATHER THAN 2. ALL DISTURBED SURFACES TO BE LANDSCAPED IN
WAITING FOR LABORATORY RESULTS TO CONFIRM CONCENTRATION LEVELS ACCORDANCE WITH LANDSCAPE CONSULTANTS DRAWINGS
AND COMPLIANCE. NOTE THAT POST-RELEASE TSS VALIDATION IS 3. CONCRETE WASHOUT TO NOT BE UNDERTAKEN ON SITE, OR
APPROPRIATE TO DEMONSTRATE THAT THE NTU/TSS CORRELATION IS BEING TO BE UNDERTAKEN ON A DESIGNATED LOCATION.
MAINTAINED. CONTRACTOR TO ESTABLISH CONCRETE WASHOUT AS PER
IECA GUIDELINES.
SEDIMENT CONTROL
1. ALL SEDIMENT AND EROSION CONTROL MEASURES TO BE IN ACCORDANCE
WITH INTERNATIONAL EROSION CONTROL ASSOCIATION (IECA) AUSTRALIA
GUIDELINES AND THE SPECIFICATIONS.
2. SEDIMENT AND EROSION CONTROL DETAILS SHOWN ARE MINIMUM
REQUIREMENTS. IT IS THE CONTRACTORS RESPONSIBILITY TO INSTALL
ADDITIONAL CONTROL MEASURES AS DEEMED NECESSARY THROUGHOUT
CONSTRUCTION.
3. THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN ALL SEDIMENT CONTROL
DEVICES IN A FUNCTIONAL ORDER AND REPLACE ALL BLOCKED SEDIMENT
DEVICES AS REQUIRED UNTIL SUCCESSFUL OFF MAINTENANCE OF WORKS.
4. CONSTRUCTION OF ALL SEDIMENT MANAGEMENT DEVICES TO THE
SATISFACTION OF THE SUPERINTENDENT. SHALL BE COMPLETED AND
EFFECTIVE PRIOR TO:
a. STRIPPING OF TOPSOIL AND GRASS.
b. BULK EARTHWORKS TO THE SITE.
c. SERVICES INSTALLATION.
d. PAVEMENT CONSTRUCTION
5. ALL SEDIMENT MANAGEMENT MEASURES ARE TO REMAIN IN PLACE UNTIL
INSTRUCTION IS RECEIVED IN WRITING FROM THE SUPERINTENDENT TO
REMOVE ALL OR PART OF THE SILT CONTROL APPLICATIONS.
6. THE BULK EARTHWORKS AND SEDIMENT CONTROL LAYOUT PLAN SHALL BE
READ IN CONJUNCTION WITH THE APPROVED DRAWINGS.
7. PRIOR TO COMMENCEMENT OF CONSTRUCTION APPROVAL IS TO BE
OBTAINED FROM THE SUPERINTENDENT FOR THE LOCATION OF THE SITE
ACCESS POINT AND WASH DOWN AREA WHICH ARE TO BE MAINTAINED
THROUGHOUT THE CONSTRUCTION PERIOD.
8. IF SEDIMENT AND EROSION CONTROL DEVICES HAVE BEEN FOUND TO BE
DIFFERENT OR FAILED IN SERVICE, CORRECTIVE ACTION IS TO BE SEDIMENT AND EROSION CONTROL:
UNDERTAKEN IMMEDIATELY WHICH MAY INCLUDE AMENDMENTS' ADDITIONS CONTRACTOR TO ALLOW FOR PROVISION OF ALL
TO THE ORIGINAL APPROVED EROSION CONTROL PLANS. SUCH REQUIRED SEDIMENT AND EROSION CONTROL
AMENDMENTS ARE TO BE APPROVED BY SUPERINTENDENT, IF DEEMED DEVICES IN ACCORDANCE WITH IECA AND NOOSA
NECESSARY AND RELEVANT. COUNCIL POLICIES AND GUIDELINES
9. OVERALL
a. TEMPORARY DRAINAGE CONTROL FLOWS SHOULD BE DIVERTED
AROUND THE WORK SITE WHERE POSSIBLE.
b. ALL DRAINAGE, EROSION AND SEDIMENT CONTROLS TO BE INSTALLED
AND BE OPERATIONAL BEFORE COMMENCING UP-SLOPE EARTHWORKS.
c. IN AREAS WHERE RUNOFF TURBIDITY IS TO BE CONTROLLED, EXPOSED
SURFACES TO BE EITHER MULCHED, COVERED WITH EROSION CONTROL
BLANKETS OR TURFED IF EARTHWORKS ARE EXPECTED TO BE DELAYED
FOR MORE THAN 14 DAYS.
SEDIMENT FENCE 02/07/21 ISSUED FOR OPW - MVP
10. FOR SEDIMENT FENCE STANDARD DETAIL AND SPECIFICATION REFER TO
DATE REVISION MARK CHK
INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST
PRACTICES STANDARD DRAWINGS SF-01 AND SF-02 SEDIMENT FENCE. PROJECT ENGINEER
TEMPORARY CONSTRUCTION ENTRY/EXIT
11. FOR CONSTRUCTION ENTRY / EXIT STANDARD DETAIL AND SPECIFICATION
REFER TO INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA
(IECA) BEST PRACTICES STANDARD DRAWINGS EXIT-01 AND EXIT-02
CONSTRUCTION EXIT - ROCK PAD (CONSTRUCTION SITES ONLY), EXIT-03 -
ROCK PADS FOR BUILDING SITES AND EXIT-04 AND EXIT-05 CONSTRUCTION
EXIT - VIBRATION GRID.
KERB INLET
12. FOR KERB INLET STANDARD DETAIL AND SPECIFICATION REFER TO
E [email protected]
INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST A 37 MARY ST NOOSAVILLE, QLD
PRACTICES STANDARD DRAWING ESC-03 KERB INLET SEDIMENT TRAPS
P +61 7 5211 1003
CHECK DAMS
13. FOR CHECK DAM STANDARD DETAIL AND SPECIFICATION REFER TO CLIENT
INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST
PRACTICES STANDARD DRAWING RCD-01 CHECK DAMS. VIVIDO
REVEGETATION PROJECT
14. FOR REVEGETATION STANDARD SPECIFICATION REFER TO INTERNATIONAL
EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST PRACTICES THE BELVEDERE ON PEARL
STANDARD DRAWING R-01 REVEGETATION GENERAL.
5 PEARL STREET, COOROY
TITLE
EROSION AND SEDIMENT
CONTROL PLAN
PROJECT NO. DRAWING NO. STATUS
21011 C10 OPW
DRAWN DESIGNED SCALE ISSUE
MVP BRP 1:200 A
Page 30
EARTHWORKS NOTES OP WORKS
1. FOR GENERAL NOTES REFER DWG C01, WHICH IS TO BE REQUESTED AND ISSUE
VIEWED PRIOR TO COMMENCEMENT OF CONSTRUCTION IF NOT SUPPLIED.
2. GRASS AND TOPSOIL SHALL BE STRIPPED TO A MINIMUM DEPTH OF 100MM
OVER THE EXTENT OF THE WORKS UNLESS DIRECTED OTHERWISE AND
STOCKPILED FOR FUTURE USE AS NON-STRUCTURAL FILL IF REQUIRED, OR
REMOVE FROM SITE.
LEGEND
3. WHERE SITE TOPSOIL IS TO BE RESPREAD ON SITE, CONTRACTOR TO
ALLOW TO SCREEN THE TOPSOIL OF ALL UNSUITABLE AND OVERSIZED PROPOSED 1m MAX. HEIGHT
MATERIAL. ALL UNSUITABLE MATERIAL GENERATED FROM SCREENING TO BE RETAINING WALL
REMOVED FROM SITE AT CONTRACTORS EXPENSE.
FINISHED SURFACE LEVEL
4. CONTRACTOR TO ALLOW FOR ALL COSTS ASSOCIATED WITH ROCK
EXCAVATION WITHIN CONTRACT RATES. PROPOSED CUT
5. COMPACT THE EXPOSED SUBGRADE OR LOOSE TOP LEVEL MATERIAL TO A EARTHWORKS
MINIMUM 98% STANDARD MAXIMUM DRY DENSITY TO AS1289 5.1.1. ANY 'SOFT
SPOTS' IDENTIFIED BY THE PROOF ROLLING SHALL BE REMOVED AND PROPOSED FILL EARTHWORKS
REPLACED WITH A COMPACTED IMPORTED GENERAL FILL MATERIAL TO THE
ABOVE COMPACTION REQUIREMENTS.
6. IMPORTED GENERAL FILL MATERIAL SHALL BE SUPPLIED AND COMPACTED
WHERE NECESSARY TO OBTAIN SUBGRADE/PLATFORM LEVEL. IMPORTED
GENERAL FILL MATERIAL SHALL BE CLEAN GRADED MATERIAL FREE OF
ORGANIC MATTER AND STONES GREATER THAN 150mm AND CAPABLE OF
BEING COMPACTED INTO COHERENT FILLING TO THE SPECIFIED STANDARD.
THE MATERIAL SHALL HAVE A LINEAR SHRINKAGE NOT GREATER THAN 8%
AND A MINIMUM C.B.R. OF 10%.
7. ANY PROPOSED RETAINING WALL WORKS MUST BE WHOLLY WITHIN THE
PROPERTY BOUNDARY OF THE SUBJECT SITE, INCLUDING REAR OF
RETAINING WALL DRAINAGE INFRASTRUCTURE FOR RETAINING WALLS IN
CUT.
8. REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR CONFIRMATION
OF RETAINING WALL COLOUR AND FINISH.
9. ALL RETAINING WALL STRUCTURAL DESIGN AND CONSTRUCTION
CERTIFICATION BY MANUFACTURER / INSTALLER.
10. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 2' SOIL
ENGINEERING SUPERVISION IN ACCORDANCE WITH APPENDIX B OF AS 3798.
THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL PROVIDE
CERTIFICATION THAT ALL GENERAL EARTHWORKS OPERATIONS HAVE BEEN
CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS
AND THE CONTROLLED FILL IS SUITABLE FOR PURPOSE WITH A MINIMUM
150KPA BEARING CAPACITY UNDER THE PLATFORM/STRUCTURES.
11. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED TO
98% STANDARD MAXIMUM DRY DENSITY (AS 1289 5.1.1) IN LAYERS NOT
EXCEEDING 150MM COMPACTED THICKNESS.
12. THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL PROVIDE
CERTIFICATION THAT ALL GENERAL EARTHWORKS OPERATIONS HAVE BEEN
CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS.
13. CONTRACTOR TO UNDERTAKE ALL EARTHWORKS TESTING TO COMPLY WITH
THE PROJECT SPECIFICATION AND LOCAL AUTHORITY REQUIREMENTS.
14. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN
ACCORDANCE WITH LANDSCAPE DRAWINGS.
15. FINISHED EARTHWORKS SURFACES TO BE STABILISED
16. ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE
CONTENT.
17. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING.
18. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED
MANAGEMENT PLANS.
19. CONTRACTOR TO ENSURE SUITABLE EROSION CONTROL MEASURES ARE
INSTALLED INCLUDING BUT NOT LIMITED TO SHAKE DOWNS, SILT FENCE ETC.
20. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL BATTERS OR
RETAINING WALLS (TEMPORARY OR PERMANENT) AS PER RELEVANT
AUSTRALIAN STANDARDS AND LEGISLATION.
21. DUST CONTROL MEASURES ARE TO INCLUDE SPRAYING WATER ON
UNPAVED ROADS, ACCESS TRACKS AND STOCKPILES AT A SUFFICIENT
LEVEL TO SUPPRESS DUST GENERATION. ADDITIONALLY CONTRACTORS
ARE TO COVER OR ENCLOSE STOCKPILES WHERE REASONABLY PRACTICAL
TO RESTRICT DUST MOVEMENT.
22. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS
DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN
CONFIRMATION THAT WORKS CAN COMMENCE.
23. ALL BATTERS TO BE KEYED/STEPPED INTO EXISTING MATERIAL AS DIRECTED
BY GEOTECHNICAL ENGINEER. CONTRACTOR TO ALLOW FOR ALL
KEYING/STEPPING AS REQUIRED.
24. ALL TEMPORARY AND FINAL BATTER SLOPES ARE TO BE INSPECTED AND
APPROVED BY GEOTECHNICAL ENGINEER. CERTIFICATION OF LONG TERM
STABILITY TO BE PROVIDED BY GEOTECHNICAL ENGINEER PRIOR TO
PRACTICAL COMPLETION.
25. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT ALL
CONSTRUCTED CUT/FILL BATTERS AND RETAINING STRUCTURES ON THE
SITE HAVE ACHIEVED ADEQUATE STABILITY WITH A LONG-TERM FACTOR OF
SAFETY GREATER THAN OR EQUAL TO 1.5 AGAINST GEOTECHNICAL
FAILURES.
26. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS INCLUSIVE
OF TOPSOIL LAYER. REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR
BUILDING SLAB THICKNESSES AND HYDRAULIC DRAWINGS FOR SUB-FLOOR
DRAINAGE FOR DETERMINATION OF REQUIRED BULK EARTHWORKS
SURFACE.
02/07/21 ISSUED FOR OPW - MVP
27. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS INCLUSIVE
OF 100mm TOPSOIL LAYER. DATE REVISION MARK CHK
28. FOR DETAILED GEOTECHNICAL INFORMATION, REFER GEOTECHNICAL PROJECT ENGINEER
INVESTIGATION REPORT. IT IS RECOMMENDED THAT THE GEOTECHNICAL
CONSULTANT BE CONTACTED TO CONFIRM THE SOIL CONDITIONS PRIOR TO
EARTHWORKS COMMENCING.
29. WHERE NOMINATED ON THE PROJECT DRAWINGS, PRELOADING IS TO
OCCUR IN ACCORDANCE WITH THE PROJECT DRAWINGS, PROJECT
SPECIFICATION AND GEOTECHNICAL REPORT. CONTRACTOR TO ALLOW FOR
THE IMPORT AND REMOVAL OF ALL NECESSARY MATERIAL TO UNDERTAKE
THE PRELOADING OPERATIONS. CONTRACTOR TO ALLOW TO INSTALL
SETTLEMENT PLATES AT LOCATIONS NOMINATED BY THE GEOTECHNICAL
ENGINEER AND ALLOW FOR WEEKLY MONITORING AND REPORTING BY
SURVEY. PRELOAD IS NOT TO BE REMOVED UNTIL DIRECTED BY THE E [email protected]
SUPERINTENDENT. A 37 MARY ST NOOSAVILLE, QLD
30. REFER ARCHITECTURAL DRAWINGS FOR BUILDING SETOUT.
P +61 7 5211 1003
CLIENT
VIVIDO
PROJECT
THE BELVEDERE ON PEARL
5 PEARL STREET, COOROY
TITLE
SITE EARTHWORKS PLAN
PROJECT NO. DRAWING NO. STATUS
21011 C20 OPW
DRAWN DESIGNED SCALE ISSUE
MVP BRP 1:200 A
Page 31
ROADWORKS AND DRAINAGE NOTES OP WORKS
ISSUE
1. REFER HYDRAULIC DRAWINGS FOR BUILDING DRAINAGE DETAILS.
2. ALL ROADWORKS AND DRAINAGE (EXTERNAL TO SITE BOUNDARIES AND/OR COUNCIL OWNED DRAINAGE
PIPES INTERNAL TO THE SITE BOUNDARIES) CONSTRUCTION AND TESTING TO BE IN ACCORDANCE WITH
NOOSA SHIRE COUNCIL DEVELOPMENT GUIDELINES, DRAWINGS AND SPECIFICATIONS.
3. ALL DRAINAGE CONSTRUCTION (PRIVATELY OWNED DRAINAGE LINES INTERNAL TO THE SITE BOUNDARIES) LEGEND
CONSTRUCTED AND TESTED TO BE IN ACCORDANCE WITH RELEVANT AUSTRALIAN STANDARDS.
4. DRAINAGE PITS TO BE PROVIDED WITH Ø150 STUB FOR FUTURE HYDRAULIC CONNECTION TO BE MINIMUM
DRAINAGE PIPE
50mm ABOVE INVERT OF PIT.
5. ALL STORMWATER DRAINAGE PIPES INTERNAL TO SITE SHALL BE MINIMUM: FIELD INLET PIT
a) Ø225 PP BLACKMAX OR APPROVED EQUIVALENT.
b) Ø450 TO Ø600 PP SN8 RUBBER RING JOINTED, BLACKMAX OR APPROVED EQUIVALENT. PROVIDE 2X5,000L SLIMLINE 600x600 GRATED JUNCTION PIT
6. ALL STORMWATER DRAINAGE PIPES EXTERNAL TO SITE SHALL BE Ø300 AND GREATER CLASS 2 OR 3 R.C. RAINWATER ATTENUATION TANKS AS INLET SL: 105.87
RUBBER RING JOINTED PER DETAIL B. OVERFLOWS TO PIT CLASS B GRATED LID
LITTER BASKET. ATTENUATION TANK
7. ALL STORMWATER PIPES ARE TO BE MANUFACTURED TO RELEVANT AUSTRALIAN STANDARDS INCLUDING
BUT NOT LIMITED TO AS4058 AND AS1992.
8. STORMWATER DRAINAGE AND STRUCTURES HAVE BEEN DESIGNED FOR OPERATIONAL LOADS ONLY. 1
A SW PIT ID
CONTRACTOR TO CONSIDER CONSTRUCTION LOADINGS AND ENSURE NO EXCESSIVE LOADS ARE PLACED
PROVIDE 5,000L SLIMLINE RAINWATER 1
ON STORMWATER DRAINAGE OR STRUCTURES. C
9. ALL PRECAST END STRUCTURES TO BE CONSTRUCTED WITH REINFORCED CONCRETE END WALL. ATTENUATION TANK AS PER DETAIL B.
BIORETENTION AREA
10. CONTRACTOR TO CONFIRM LOCATION AND LEVEL OF EXISTING STORMWATER DRAINAGE WHERE OVERFLOWS DIRECTED TO BIOGARDEN
CONNECTING ON TO EXISTING. 300mm PP PIPE 12.5m² BIORETENTION AREA.
11. CONTRACTOR TO NOTIFY THE SUPERINTENDENT OF ANY UNSUITABLE FOUNDING MATERIAL WITHIN USIL: 104.81 EXISTING ROAD
650MM FILTER MEDIA
DRAINAGE TRENCH OR STORMWATER STRUCTURES AND AWAIT DIRECTION PRIOR TO LAYING OF PIPES. 600x600 GRATED 1080Ø JUNCTION PIT DSIL: 104.72 150MM EXTENDED DETENTION DEPTH
12. TRENCH BACKFILL UNDER PAVEMENT TO BE COMPACTED TO 100% STANDARD DRY DENSITY (AS1289 5.1.1) INLET SL: 105.87 MANHOLE COVER LENGTH: 13.57m PROPOSED 2.0m WIDE
REFER TO DETAIL A.
IN LAYERS NOT EXCEEDING 150mm OF CBR 15 MATERIAL OR APPROVED EQUIVALENT. TRENCH BACKFILL IN 12.5m² BIORETENTION AREA. CLASS B GRATED LID SL: 105.83 GRADE: 0.6% FOOTPATH
ROADS TO BE MINIMUM CBR15 MATERIAL UP TO ROAD SUBGRADE LEVEL. 400MM FILTER MEDIA CLASS B GRATED LID
13. ALL STORMWATER GRATES/LIDS WITHIN TRAFFICABLE AREAS TO BE CLASS "D" IN ACCORDANCE WITH 100MM EXTENDED DETENTION DEPTH PROPOSED TYPE 'A'
EXISTING 225 SEWER UNDER
AS3996. REFER TO DETAIL A. DRIVEWAY CROSSOVER
APPROX IL 104.05
14. ALL GRATES AND LIDS SHALL SIT FLAT WITH ITS SURROUND AND NOT BE LOOSE OR MOVE UNDER WHEEL CONTRACTOR TO CONFIRM DEPTH ONSITE VERGE TURFED AREA. REFER
LOADS. 1
ARCHITECTS PLANS.
15. ALL STORMWATER STRUCTURES TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT SPECIFICATION, A 4
AND LOCAL AUTHORITY GUIDELINES AND SPECIFICATIONS. WHERE STRUCTURES EXCEED MAXIMUM A 600x600 GRATED
DEPTH AS IDENTIFIED WITHIN STANDARD DRAWINGS THE CONTRACTOR WILL ENSURE AN ADEQUATE INLET SL: 105.60
STRUCTURAL DESIGN IS UNDERTAKEN FOR THE SUBJECT STRUCTURE TO BE CONSTRUCTED TO. CLASS B GRATED LID DESIGN SPOT HEIGHT
16. CONTRACTOR TO ENSURE ALL MANHOLE STRUCTURES COMPLY WITH THE MAXIMUM DEPTH SPECIFIED IN 3
THE PROJECT SPECIFICATION OR LOCAL AUTHORITY FROM FINISHED SURFACE LEVEL TO UNDERSIDE OF 2 A
A TURF BLOCK PARKING AREA TO
ROOF SLAB. ANY NON CONFORMANCE IS TO BE RECTIFIED AT THE CONTRACTORS EXPENSE. ARCHITECTURAL SPECIFICATION ASPHALT DRIVEWAY
17. ALL FOOTPATHS TO BE CONSTRUCTED IN ACCORDANCE WITH ARCHITECTURAL/LANDSCAPING DRAWINGS CONCRETE EDGED
AND RELEVANT AUTHORITY STANDARD DRAWINGS AND SPECIFICATIONS. FOOTPATHS TO BE 150mm COMPACTED ROADBASE
CONTRACTOR TO LOCATE
CONSTRUCTED WITH MAXIMUM 2.5% CROSSFALL. SHOULD CONSTRUCTED FOOTPATHS EXCEED 2.5% 225mm PP PIPE 225mm PP PIPE 30mm AC14 WEARING COURSE
600x600 GRATED EXISTING SEWER CONNECTION PROVIDE 5,000L SLIMLINE RAINWATER
CROSSFALL, THE CONTRACTOR WILL BE REQUIRED TO RECTIFY BY REMOVING AND REPLACING AT THEIR TURF BLOCK PARKING AREA TO USIL: 105.12 USIL: 104.93
INLET SL: 105.70 FROM ADJACENT LOT ON SITE 225mm PP PIPE ATTENUATION TANK AS PER DETAIL B.
COST. ARCHITECTURAL SPECIFICATION DSIL: 104.95 DSIL: 104.83
CLASS B GRATED LID USIL: 104.95 OVERFLOWS DIRECTED TO BIOGARDEN
18. WHERE A STORMWATER DRAINAGE TRENCH HAS BEEN CONSTRUCTED LONGITUDINALLY IN THE ROAD, LENGTH: 31.5m LENGTH: 9.10m
THEN THE FINAL PAVEMENT SURFACE REPAIR WIDTH IS TO MATCH THE EXISTING LANE WIDTH AND GRADE: 0.5% 600x600 GRATED GRADE: 1% DSIL: 104.88
TERMINATE 50mm CLEAR OF THE ROAD CENTERLINE OR LANE LINE LINEMARKING TO ALLOW FOR THE INLET SL: 105.9 LENGTH: 9.65m
BITUMEN EMULSION JOINT SEAL. REINSTATEMENT OF SURFACE ADJACENT TO THE KERB OR ROAD CLASS B GRATED LID GRADE: 0.65% 300mm PP PIPE
PAVEMENT EDGE TO EXTEND FULLY TO THE KERB LINE OR EDGE OF PAVEMENT. USIL: 104.70
19. THE CONTRACTOR IS TO CONFIRM THE LOCATION OF SERVICE CONDUITS WITH THE SUPERINTENDENT 1 DSIL: 104.30
1
PRIOR TO LAYING STORMWATER DRAINAGE. ALL TRENCH EXCAVATION AND CONSTRUCTION SHALL D LENGTH: 25.80m
B
COMPLY WITH THE REQUIREMENTS OF THE QUEENSLAND WORKPLACE HEALTH AND SAFETY ACT 2011. GRADE: 1.5%
20. ROADBASE MATERIAL SHOULD BE PLACED IN LAYERS AT LEAST 75 MM THICK BUT NOT EXCEEDING 150 MM 600x600 GRATED
IN THICKNESS, AND COMPACTED TO A MINIMUM DENSITY OF 95% OF THE MAXIMUM DRY DENSITY AS INLET SL: 106.07
600x600 GRATED
DETERMINED IN ACCORDANCE WITH AUSTRALIAN STANDARD AS1289.6.2. 225mm PP PIPE CLASS B GRATED LID
INLET SL: 105.97 1200Ø JUNCTION PIT MANHOLE COVER
21. CONTRACTOR TO UNDERTAKE ROADWORKS TESTING IN ACCORDANCE WITH NOOSA SHIRE COUNCIL USIL: 105.29
GRATED LID WITH STEP IRONS. PROVIDE WATER
GUIDELINES, DRAWINGS AND SPECIFICATIONS. DSIL: 105.24
PUMPS (MAX 64L/S) TO HYDRAULIC
22. ECOSOL LITTER BASKETS (200um filter) OR SIMILAR TO BE PROVIDED TO STORMWATER INLET PITS IN LENGTH: 10.27m
ENGINEERS SPECIFICATION.
ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS. GRADE: 0.5%
SL: 106.00
23. GRADE LANDSCAPED AND VEGETATED AREAS LOCALLY TOWARDS DRAINAGE.
IL:103.8
RETAINING WALL TO STRUCTURAL
ENGINEERS SPECIFICATION
2
STANDARD SIGNS AND LINE MARKING NOTES D
5
RETAINING WALL TO STRUCTURAL
1. GENERAL A
225mm PP PIPE ENGINEERS SPECIFICATION
1.1. ALL SIGNS AND PAVEMENT MARKING IS TO BE IN ACCORDANCE WITH THE QUEENSLAND TRANSPORT USIL: 105.22
MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (CURRENT EDITION). DSIL: 104.70
2. SIGNS LENGTH: 26.15m
2.1. ALL SIGNS TO BE REFLECTORISED CLASS 1 TO AS1906.1:2007 UNLESS NOTED OTHERWISE. GRADE: 2%
2.2. SIGNS ARE TO BE INSTALLED WITH THE FOLLOWING CLEARANCES TO EDGE OF SIGN: LOCATION
CLEARANCE NO KERB 600 BEHIND GUIDE POSTS BARRIER KERB 300 FROM FACE MOUNTABLE KERB 500
FROM FACE OF KERB. EXISTING PROPERTY ACCESS TO BE
2.3. PARKING CONTROL SIGNS TO BE MOUNTED TO FACE APPROACHING TRAFFIC AT 45° TO KERB OR DEMOLISHED AND REPLACED WITH NEW
CARRIAGEWAY EDGE. ALL OTHER SIGNS TO BE TURNED AWAY BY 5° FROM THE NORMAL TO FOOTPATH, TURF, KERB & CHANNEL FOR
APPROACHING HEADLIGHT. ACO GRATED DRAIN K2-00 / FULL SITE FRONTAGE. BATTER TO MAKE
3. SIGN SUPPORTS KS2-00 OR SIMILAR. 150Ø SMOOTH JOIN TO EXISTING LEVELS
3.1. SLEEVED SIGNS SUPPORTS ARE TO BE PROVIDED IN ALL AREAS WHERE THEY ARE IN A PAVED OUTLET
SURFACE.
600x600 GRATED
4. LINEMARKING
2m WIDE FOOTPATH IN INLET SL: 106.70
4.1. REDUNDANT LINEMARKING IS TO BE GROUND OFF.
NOTE: RAINWATER ATTENUATION TANKS TO BE INSTALLED ACCORDANCE WITH IPWEA CLASS B GRATED LID
4.2. THERMOPLASTIC LINEMARKING TO BE USED FOR ALL CONCRETE. 1
AS PER MANUFACTURERS SPECIFICATION AND AS PER STANDARD DWG RS-065. MATCH E 300mm RCP PIPE
DETAIL. ROOF DRAINAGE TO BE FITTED WITH FIRST FLUSH TO EXISTING LEVELS AT ENDS.
USIL: 106.34
DIVERTERS TO ON-SITE IRRIGATION. TANKS TO BE DSIL: 106.23
PLUMBED FOR INTERNAL AND EXTERNAL REUSE. LENGTH: 5.36m
GRADE: MATCH EXISTING 17/08/21 UPDATE FOR RFI - MVP
02/07/21 ISSUED FOR OPW - MVP
PROVIDE M1 KERB AS PER IPWEA DATE REVISION MARK CHK
STANDARD DWG RS-080. SAW CUT
300mm INTO EXISTING AND MAKE PROJECT ENGINEER
300mm RCP PIPE TYPE A DRIVEWAY ENTRY IN
USIL: 106.93 ACCORDANCE WITH IPWEA SMOOTH JOIN. REFER DETAIL C.
DSIL: 106.36 STANDARD DWG RS-051. REMOVE EXISTING CULVERTS AND
LENGTH: 24.59m 250mm ABOVE KERB INVERT AT 3.5m HEADWALLS AND REPLACE WITH NEW
GRADE: MATCH EXISTING MIN. Ø300 RCP AND HEADWALLS,
DETAIL A - TYPICAL BIORETENTION GARDEN MATCHING NEATLY TO EXISTING.
EXTENDED DETENTION
DEPTH VARIES
PLANTING SPECIES TO PROVIDE EFFECTIVE
MAINTENANCE HATCH REMOVAL OF NUTRIENTS. PLANT VARIETIES E [email protected]
SECURE CAPPED END AND PLANTING DENSITIES TO ARCHITECTURAL
SPECIFICATIONS A 37 MARY ST NOOSAVILLE, QLD
WITH SCREWS
P +61 7 5211 1003
600x600 RAISED GRATE
FIELD INLET PIT S.L. CLIENT
DETAIL B - RAINWATER ATTENUATION TANK ROOF DOWNPIPE CONNECTION TO DETAIL C - KERB AND CHANNEL TIE IN
1 IN 4
MAX
EXTEND GEOFABRIC 500MM
100Ø HIGH FLOW OUTLET
HYDRAULIC ENGINEERS SPECIFICATIONS CONSTRUCT NEW M1 KERB VIVIDO
AND PIN UNDER TOPSOIL AS PER IPWEA STD DWG
SAW CUT INTO 300MM RS-080 PROJECT
LOW FLOW JUNCTION WITH SCREW CAP DETAIL 5,000L SLIMLINE RAINWATER TANK EXISTING SURFACE
SANDY LOAM FILTER MEDIA - ORIFICE PLATE DISK
WITH 25mm ORIFICE
AND PAVEMENT
GRADE SURFACE TO
MATCH TO KERB
THE BELVEDERE ON PEARL
DEPTH VARIES
(0.45MM AVERAGE PARTICLE SIZE)
ATTENUATION VOLUME
5 PEARL STREET, COOROY
HIGH FLOW TANK WALL 1.25KL EXISTING SEAL
OUTLET
100MM COARSE SAND EXISTING PAVEMENT TITLE
TRANSITION FILTER MEDIA
(NOMINAL SIZE 0.5 - 2MM) SCREW ON
ACCESS CAP
RETENTION LEVEL
NEW SUB-BASE COURSE ROADWORKS AND
RAINWATER REUSE VOLUME
PROVIDE
END CAP
PROVIDE SUBSOIL DRAIN AT
MIN 0.5% GRADE TO PIT NOMINAL 200MM GRAVEL
3.75KL DRAINAGE LAYOUT PLAN
DRAINAGE LAYER REPLACE 150MM
BIDIM A34 GEOFABRIC OR SIMILAR (FINE AGG., NOMINAL SIZE 2 - 5MM) OUTLET TO ORIFICE DISK TO BE GLUED WIDE OF BASE
TO BE WRAPPED AROUND DRAINAGE INSIDE JUNCTION. uPVC COURSE MATERIAL 150MM 150MM
SUBSOIL DRAIN CLEANOUT NETWORK PROJECT NO. DRAWING NO. STATUS
OUTLET FROM TANK TO BUTT
(NON-SLOTTED PVC) AND 135° WALLS AND BASE OF FILTER MEDIA UP AGAINST ORIFICE DISK
ELBOW CONNECTOR 21011 C30 OPW
DRAWN DESIGNED SCALE ISSUE
MVP BRP 1:200 B
Page 32
EXISTING SITE CATCHMENT AREAS DEVELOPED SITE CATCHMENT AREAS OP WORKS
ISSUE
LEGEND
C9 C12
DRAINAGE PIPE
DRAINAGE PIT
JUNCTION PIT
BIORETENTION AREA
C1 C1 C2 C3
ATTENUATION TANK
EXTERNAL USPTREAM
CATCHMENT
C2 C6
INTERNAL CATCHMENT
CATCHMENT DRAINAGE
C11 DIRECTION
C7
E1 E1
C4 C5
C4
E4 E4
C10
E2
C3 C8
E2
E5
E3 E3 E6
EXISTING CATCHMENT AREAS DEVELOPMENT CATCHMENT AREAS
FRACTION FRACTION
CATCHMENT AREA (Ha) CATCHMENT AREA (Ha)
IMPERVIOUS (%) IMPERVIOUS (%)
C1 0.030 50.0 C1 0.017 100.0
C2 0.166 18.9 C2 0.020 100.0
02/07/21 ISSUED FOR OPW - MVP
C3 0.004 100.0 C3 0.028 100.0 DATE REVISION MARK CHK
C4 0.028 18.8 C4 0.017 100.0
PROJECT ENGINEER
E1 0.054 20.2 C5 0.017 100.0
E2 0.092 20.6 C6 0.035 37.5
E3 0.058 67.4 C7 0.003 0.0
E4 0.020 100.0 C8 0.010 0.0
E [email protected]
C9 0.019 0.0 A 37 MARY ST NOOSAVILLE, QLD
C10 0.017 70.4 P +61 7 5211 1003
C11 0.037 54.7 CLIENT
C12 0.008 0.0 VIVIDO
E1 0.044 20.4 PROJECT
E2 0.067 29.3 THE BELVEDERE ON PEARL
E3 0.037 76.9 5 PEARL STREET, COOROY
E4 0.020 100.0 TITLE
E5 0.033 23.1 STORMWATER CATCHMENT
E6 0.028 54.9 PLAN
PROJECT NO. DRAWING NO. STATUS
21011 C31 OPW
DRAWN DESIGNED SCALE ISSUE
BRP BRP 1:200 A
Page 33
OP WORKS
ISSUE
Unit 3 Parking Space Unit 7 Parking Space Unit 5 Parking Space
Representative of Units 1 to 4 Representative of U6 to U7
08/07/21 ISSUED FOR OPW - BRP
02/07/21 ISSUED FOR OPW - MVP
DATE REVISION MARK CHK
PROJECT ENGINEER
TURNING PATH NOTES
1. TURNING CIRCLES SHOWN USING A B99 VEHICLE AS DEFINED BY AS2890.1
PARKING FACILITIES - OFF STREET CAR PARKING.
2. REFER TO ARCHITECTURAL PLANS FOR FULL DETAILS OF DRIVEWAY AISLE
AND PARKING AREA DIMENSIONS.
3. REFER TO ARCHITECTURAL PLANS FOR WHEEL STOP AND BOLLARD DETAILS E [email protected]
WHERE NECESSARY
A 37 MARY ST NOOSAVILLE, QLD
P +61 7 5211 1003
CLIENT
5.20
VIVIDO
PROJECT
THE BELVEDERE ON PEARL
3.05 0.95
5 PEARL STREET, COOROY
B99 Vehicle (Realistic min radius) (2004)
Overall Length 5.200m
Overall Width 1.940m
Overall Body Height 1.878m TITLE
Min Body Ground Clearance 0.272m
Track Width 1.840m
Lock-to-lock time
Curb to Curb Turning Radius
4.00s
6.250m
TURNING PATH ANALYSIS
PROJECT NO. DRAWING NO. STATUS
Unit 11 Parking Space Visitor 1 Parking Space 21011 C40 OPW
Representative of U8 to U11
DRAWN DESIGNED SCALE ISSUE
MVP BRP NTS B
Page 34
Stormwater HGL Analysis
Page 23 of 33
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 35
Page 24 of 33
[OCR of page images]
REC
107.6
1074
107.2
107
106.8
108.6
106.4
108.2
104.8
104.6
104.4
104.2
104
103.8
103.6
Node ID:
Rim (mn:
Invert (m}
Min Pipe Cover (m}
Max HGL (m)
Link ID:
Lenath {m):
Dia {m}:
Slope (m/m
Up Invert (m:
Dn Invert (rn:
Max Q [lps}:
Max Vel (n/s}:
Max Depth {mn}:
WV,
= =
av
Invert 105.12 a
“Link 1D Link-27"
Node! ID 2/A
Bim 105.90 m|
104.93.
Slope 0.0051 mén
Length 33.56 mm
023m
2 Link 1D Link B3——
Lenath 8.93 m
Dia 0.23 mi
Slope 0.0101 min
Up invert 10483 m
| Mode ID 3/&
T Rit 105.80; m
Profile Plot
Internal Stormwater Network
Dia 0.30 m
-Slope. 0.0063 min.
Up Invert 104.81 m
~- Dn invert 104.72 m_
Node ID 4/h
Pin 108.60) m
es
© tank iD Pump-01
Invert lo6.d4 m
4400
1405
1410
15
1420
1425
1430
1435
1440
3A,
1445
Station (m)
4450
1455
1460
1465
1470
1475
1480
1485
1480
1495
Page 24 of 33
Page 36
Page 25 of 33
[OCR of page images]
AY
“1
Profile Plot
Internal Stormwater Network
Invert 104.95 m
1o4
‘Node ID 3/4
Rim 105.80
Invert
1401 1402 1403 1404 1405 1406 1407 1408 1409 110
Station (m}
Node ID:
Rim {m}:
Invert (mt:
Min Pipe Cover (mn):
Max HGL (m)
Link ID: Link-05
Lenath {): 10.41
Dia (m}: 023
Slope (m/m} 0.0067
Up Invert {m}: 104.95
Dn Invert (rn): 104.88
Max Q (ips) 19.51
Max Vel {m/s}: 1.16.
Max Depth {mn}:
Page 25 of 33
Page 37
Page 26 of 33
[OCR of page images]
Invert 105.02 m
Profile Plot
Internal Stormwater Network
Node ID 2/A
Tim 108.90 m
Invert {104.99 m
Node ID:
Rim {m}:
Invert (mt
Min Pipe Cover {m}
Max HGL (m)
Link ID:
Lenath {):
Dia (m}:
Slope (m/m}
Up Invert (mn:
Dn Invert (rn)
Max Q {ips}
Max Vel (m/s)
Max Depth (rn)
4400
4401
4402
+07
Station (m}
Link-10
1408
14
115
Page 26 of 33
Page 38
Page 27 of 33
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Internal Stormwater Network
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Page 28 of 33
Page 40
Example ESC Defect Documentation
Template
Page 29 of 33
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 41
Date defect Defect description Cause of defect Proposal to Defect Repair implemented
identified mitigate cause repair date
Page 30 of 33
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 42
Ecosol Litter Basket Technical Specification
Page 31 of 33
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 43
Ecosol™ Litter Basket
Technical Specification
environmentally engineered
for a better future
URBAN ®
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Page 44
CONTENTS
1.0 Introduction
1.1 How and Why the Ecosol™ Litter Basket Works
2.0 Ecosol™ Litter Basket Credentials
3.0 Warranty And Life Expectancy
4.0 Key Features And Benefits
4.0 Key Dimensions
6.0 Collection And Removal Efficiencies
6.1 Particle Size Distribution Collection Efficiency
6.2 Laboratory Testing Collection Efficiency Sigmoidal Regression Lines
6.3 Field Testing Particle Size Distribution Data
6.4 Summary Product Collection Efficiency Data
6.5 Product Options
7.0 MUSIC Modelling Guidelines
8.0 Monitoring
9.0 Cleaning And Maintenance Procedures
10.0 Applications And Configurations
11.0 Turnkey Service
12.0 Accreditation
13.0 Supplier Technical Product Contact Details
Appendix 1 – Ecosol™ Litter Basket Essential Information Form
Appendix 2 - References
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Page 1
Page 45
1.0 Introduction
Increasingly stringent environmental best management practice requires planners
and developers to apply a fit-for-purpose treatment train approach to stormwater
treatment to achieve today’s water quality objectives (WQOs). An integral element
to any good WSUD design is primary treatment or pre-screening of stormwater
flows to remove coarse sediment and gross pollutants prior to downstream
secondary or tertiary treatment systems such as bio retention filters or wetlands.
The Ecosol™ Litter Basket provides effective primary treatment of stormwater
flows at point of source. For many years the Ecosol™ Litter Basket has been seen
as the industry standard for at-source filtration with its effectiveness proven over
time both in the field and under strict laboratory conditions.
The system has been designed to
provided robust and durable cost
effective at-source primary treatment
system that captures and retains solid
pollutants at drainage entry points.
In developing this innovative stormwater
treatment system careful consideration
has been given to durability, longevity,
cost and maintainability. Key
commercial technical features include:
• low visual impact and energy
footprint;
• designed hydraulics with proven
performance and longevity;
• scalable design; and
• cost effective maintenance regime.
This technical manual describes the
operation and performance characteristics
of the system.
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1.1 How And Why The Ecosol™
Litter Basket Works
The Ecosol™ Litter Basket captures
pollutants at drainage entry points and
consists of a capture basket and an
overflow by-pass flap(s). The basket is
fitted below the invert of the gutter and
inside the drainage inlet pit and
importantly does not obstruct flow in
the outlet pipe. Solid pollutants enter
the Ecosol™ Litter Basket with the
stormwater from roadside or other
run-off areas, such as car parks. The
incoming flow and the pollutants
aquaplane across the flap(s) into the
capture basket. The filtered stormwater
then passes into the drainage network
without any head/hydraulic loss through
the unit.
As the basket approaches 90% full, the
by-pass flap(s) begins to open in
response to the incoming flow. Once
the basket is 100% full the pressure of
the incoming flow forces open the by-
pass flap(s), allowing the excess flow, to
enter the drainage system through the
by-pass openings. This effectively
eliminates the likelihood of flooding, a
common fault with other at-source
systems. Even when in by-pass, the
captured pollutants are not remobilised
and are retained in the capture basket.
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2.0 Ecosol™ Litter Basket Credentials
Ecosol has commissioned a range of tests to confirm not only product performance
but also to help with further research and development work. In 1996, the
University of South Australia, a National Australian Testing Authority (NATA)-approved
testing body, tested the Ecosol™ Litter Basket. Its full-size Roadway Surface
Drainage Rig was used to carry out a series of tests in two stages on the Ecosol™
Litter Basket. These tests measured the capture performance of the unit in both
on-grade and sag situations for a range of flows containing full-size, real-life solid
pollutants. The testing confirmed the unit’s ability to capture 97% of pollutants
greater than the filtration mesh size.
The testing also focused on determining whether the unit had any hydraulic impact
on the flows entering the pit. It found that the Ecosol™ Litter Basket did not
reduce the pit’s inlet capacity, a key benefit, especially as the unit is often installed
in road side entry pits where any level of flooding would be unacceptable. The
Ecosol™ Litter Basket also has a by-pass overflow that effectively eliminates the
risk of flooding.
In 2012 Ecosol engaged the University of Adelaide (ENGTEST The school of civil,
environmental and mining engineering) to undertake further independently laboratory
hydraulic and capture efficiency testing on the improved Ecosol™ Litter Basket design.
Additional they also undertook a comprehensive peer review of all prior and current
Ecosol™ Litter Basket field and laboratory testing reports to comprehensively
determine its performance specification. Reference – “Performance Review of
the Ecosol™ Litter Basket at- source solid pollutant filter (report dated 9 May 2013).
3.0 Warranty And Life Expectancy
The Ecosol™ Litter Basket has a one- year warranty covering all components and
workmanship. Urban Asset Solutions Pty Ltd will rectify any defects that fall within
the warranty period. The warranty does not cover damage caused by vandalism
and may be invalidated by inappropriate cleaning procedures or where the unit is
not cleaned within the recommended frequency. The Ecosol™ Litter Basket is
designed to meet strict engineering guidelines and manufacturers guarantees and is
one of the most durable at-source treatment systems available. The stainless steel
components have a life expectancy of 15 years while the filtration bag has a life
expectancy of 5 years providing appropriate maintenance practices are employed.
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4.0 Key Features And Benefits
The Ecosol™ Litter Basket captures and retains a range of pollutants at entry points
to the drainage network. Easily installed into most types of side entry pits, also
known as gully pits or catch-pits, it retains more than 97% of pollutants greater than
600µm and in the field it has been found to collect much smaller particles, including
fine sediments.
For many years the Ecosol™ Litter Basket has been seen as the industry standard
for at-source filtration with its effectiveness proven over time both in the field and
under strict laboratory conditions. Consisting of a capture basket, reusable liner,
and overflow bypass flap(s) the Ecosol™ Litter Basket is fitted below the invert of
the gutter inside the drainage pit and, importantly, does not obstruct flow into the
outlet pipe. The liner is easily removed and emptied during maintenance and
comes in a range of filtration fabric sizes from 100µm to 3000µm, depending on the
site requirements.
Key Features Benefits
• Minimal head/hydraulic loss
Hydraulics • Does not affect stormwater inlet capacity
• Treats 100% of incoming flow
• Unique by-pass overflow eliminates flooding risk
• More than 97% of solid pollutants > 600μm
Pollutant Capture and Retention
• Significant amounts of sediment and more than 40% TSS
• No remobilisation of captured pollutants
• Different sizes of filter media available for targeted pollutant capture
Design • Able to be retro-fitted into existing pits or supplied in its own pit
• Easily installed
• Dry storage of pollution thereby reducing risk of toxic fermentation
Cleaning and Maintenance
• Pollutants not handled during cleaning
• Re-usable filter liner is easily removed for manual cleaning
Environmental Impact • Reduces sedimentation build-up
• Visually unobtrusive
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5.0 Key Dimensions
The Ecosol™ Litter Basket can be fitted to new and existing side entry pits (whether
single, double, or triple in size), including those with non-standard inlets, outlets,
and junctions. The table below shows the approximate dimensions and holding
capacities for the most typical Ecosol™ Litter Basket applications. Holding
capacities, treatable flow rates and by-pass capacities vary dependent on the
site-specifics.
Holding Capacity Static
Stormwater Inlet Pit Dimensions Treatable Flow By- pass
(typical basket depth Head in
Description (Length x Width)3 Rate (L/s)2 Capacity
450mm)1 By-pass
200µm 1.5mm
Pit Litter Basket (m3)
mesh mesh
L/s mm
Drainway 600 x 595 600 x 445 0.120 53 106 110 150
600 x 600 600 x 450 0.121 53 106 110 150
Single Grated Kerb Inlet
900 x 750 900 x 450 0.182 83 167 215 150
(with Lintel)
900 x 900 900 x 600 0.243 83 167 215 150
1200 x 600 2 x 600 x 450 0.243 103 212 220 150
Double Grated Kerb Inlet 1200 x 900 2 x 600 x 600 0.324 103 212 430 150
(with Lintel) 1800 x 600 2 x 900 x 450 0.364 106 220 230 150
1800 x 900 2 x 900 x 600 0.496 106 220 440 150
600 x 660 600 x 450 0.121 53 106 110 150
Single Side Kerb Inlet
900 x 750 900 x 450 0.182 83 167 215 150
(with Lintel - no grate)
900 x 900 900 x 600 0.243 83 167 215 150
1200 x 600 2 x 600 x 450 0.243 103 212 220 150
Double Side Kerb Inlet 1200 x 900 2 x 600 x 600 0.324 106 220 430 150
(with Lintel - no grate) 1800 x 600 2 x 900 x 450 0.364 106 220 230 150
1800 x 900 2 x 900 x 600 0.486 106 220 440 150
600 x 600 600 x 450 0.121 53 106 110 150
Grated Field Inlet
900 x 750 900 x 450 0.182 83 167 215 150
(no Kerb or Lintel)
900 x 900 900 x 600 0.243 83 167 215 150
600 437 x 437 0.085 54 108 120 150
750 558 x 558 0.140 92 184 172 150
Circular Inlet
900 680 x 680 0.208 103 212 225 150
1050 801 x 801 0.228 103 212 225 150
¹Holding capacities are largely determined by the existing inlet pit dimensions and
the outlet pipe diameter but typically ranges from 120 - 364Kg at 100% full.
2The TFR varies dependent on the size of the Litter Basket , mesh appetures and
percentage of fill for the individual baskets. For the purpose of providing indicative
TFR’s we have assumed a minimum 375mm diameter outlet and empty litter baskets.
3All Ecosol™ Litter Baskets installed in pits larger than 600mm in width are fitted with
flow plates, removable capture baskets, optional hydrocarbon socks and include
by-pass openings to cater for peak flow conditions.
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6.0 Collection And Removal Efficiencies
Stormwater treatment is best when distributed across the catchment treating
stormwater pollutants as close as possible to their point of source. The Ecosol™
Litter Basket provides a cost effective and efficient solution at point of source
and has the highest treatable flow rate of any comparable system. In order to
determine a meaningful characterisation of the Ecosol™ Litter Basket collection
efficiency, an extensive verification phase was undertaken by Avocet Consulting
Pty Ltd, Ecosol and EngTest (The University of Adelaide). To best summarise
the capture efficiency results of extensive product testing a regression of the data
points using a sigmoidal regression curve was selected as it provided a conservative
fit to the wide scatter of data collected. Refer to figures 1 & 2 for testing results.
Table 1 summarises these results
6.1 Particle Size Distribution Collection Efficiency
Pollutant Capture Efficiency PSD
Capture Capture
Sieve Size
Efficiency Efficiency
(micron)
(200μm Filter Bag) (1500μm Filter Bag)
2000 - 6000 97% 97%
600 - 2000 97% 77%
200 - 600 86% 37%
60 - 200 35% 8%
20 - 60 4% 1%
Table 1 – Ecosol™ Litter Basket typical particle size distribution
results at designed Treatable Flow Rates.
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6.2 Laboratory Testing Collection Efficiency Sigmoidal
Regression Lines
In 1996, the University of South Australia tested the Ecosol™ Litter Basket. These
tests measured the capture efficiencies of the unit in both on-grade and sag situations
for a range of flows containing full-size, real-life solid pollutants. In 2012 the
University of Adelaide (Engtest Civil, Environmental and Mining) completed further
measurements of the products capture efficiency at varying flow rates and compiled
comprehensive product performance report (Performance Review of the Ecosol™
Litter Basket) reviewing both past and present field and laboratory testing data.
The below graphs summarise this data.
100%
80%
Collection efficiency (%)
60%
40%
20%
0%
2 4 8 16 32 64 128 256 512 1024 2048 4096
Particle size (microns)
Figure 1 - Sigmoidal regression line for the Ecosol™ Litter Basket, with a 200 micron
filtration bag indicating high capture efficiencies for a range of particle sizes.
URBAN ®
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6.2 Laboratory Testing Collection Efficiency Sigmoidal
Regression Lines continued
100%
80%
Collection efficiency (%)
60%
40%
20%
0%
2 4 8 16 32 64 128 256 512 1024 2048 4096 8192 16384
Particle size (microns)
Figure 2 - Sigmoidal regression line for the Ecosol™ Litter Basket, with a 1500 micron
filtration bag indicating high capture efficiencies for a range of particle sizes.
6.3 Field Testing Particle Size Distribution Data
Ecosol Litter Basket Particle Size Distribution
100
90
80
70
Parafield Gardens
Passing %
60 (Residential) 1.5mm
50 Pooraka Pre Cast Factory
(Industrial) 0.200mm
40
Techport (Commercial)
30 0.200mm
20
10
0
13.200
26.500
19000
16000
2.360
0.300
0.600
6.700
0.075
0.150
0.425
1.180
4.750
9.500
Sieve Size
Figure 3 - Field testing Particle size distribution data for three separate
product installations.
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6.4 Summary Product Collection Efficiency Data
In recent years modern Water Sensitive Urban Design (WSUD) objectives and
principles now applied to most urban development’s require more onerous water
quality objectives (WQOs) specifically targeting the removal of suspended solids,
nitrogen, phosphorus and heavy metals. The Ecosol™ Litter Basket is an integral
part of the treatment train providing essential pre-screening of stormwater flows,
and when used in conjunction with other treatment measures such as swales or
sand filters will achieve target water quality objectives.
Capture Efficiency (Up to) Capture Efficiency (Up to)
Performance Criteria1
(200µm Filter Bag) (1500µm Filter Bag)
Gross Pollutants (>600μm) 97% 77%
Total Suspended Solids (TSS) (20 - 600µm) 41% 15%
Total Phosphorous (TP) 39% 15%
Total Nitrogen (TN) 11% 4%
Heavy Metals 6% 2%
Total Petroleum/Hydrocarbon 20% 7%
1 Figures quoted are mean collection efficiency statistics based on available
product testing data. It is important to note that the water quality CE values are
indicative of potential field CEs given that Ecosol™ Litter Basket provides physical
screening and the removal of chemical constituents is therefore largely dependent
on the chemical composition of the particles and the bonding of these chemical
constituents to the surface of the particles.
6.5 Products Options
To enhance the product capture efficiencies other filter medias can be incorporated
into the design.
Hydrocarbon booms installed within the Ecosol™ Litter Basket will provide
additional protection against oil or fuel spills in wet conditions.
Reactive filtration media pillows installed at the base of the basket will provide
improved capture efficiencies for heavy metals, total nitrogen, total phosphorous,
turbidity and suspended solids.
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7.0 MUSIC Modelling Guidelines
These guidelines provide instruction to the creation and application of a treatment
node for the Ecosol™ Litter Basket for the Model for Urban Stormwater Improvement
Conceptualisation (MUSIC). The Ecosol™ Litter Basket can be modelled in MUSIC
using the Generic Treatment node to represent the results derived from independent
laboratory testing and field testing by the University of South Australia and the
University of Adelaide (ENGTEST The school of civil, environmental and mining
engineering). The guidelines apply to the creation of the treatment node within
MUSIC v6.0.4
Insert a GPT treatment node into your model by selecting “GPT” under the treatment
nodes menu. When the node is created the node properties dialog is displayed.
There are several changes that need to be made in this dialog.
• Adjust the text in the Location box to read "Ecosol™ Litter Basket" plus any other
relevant information (200µm or 1500µm).
• Adjust the low flow bypass to refect any flow (m3/sec) diverted away from the
unit before treatment (usually zero).
• Adjust the high flow bypass to reflect the treatable flow rate (TFR values are
detailed in page 6) (L/Sec) any higher flows will bypass treatment
NOTES: Can be used to describe assumptions or location of reduction values for
authority approvals
Adjust the transfer function for each pollutant selecting the pollutant and editing
(right click on the function point)the input and output values on the graph below
to reflect the capture efficiencies (ce) of the treatment device. Table 2 provides the
input and output values for the Ecosol™ Litter Basket based on the use of a 200µm-
filter liner. Table 6 provides the input and output values for the Ecosol™ Litter Basket
based on the use of a standard 1500µm filter liner
Removal Rate Entered Input Entered Output
Pollutant
(%) Value Value
Total Suspended Solids (20 - 600μm) 41 1000 590
Total Phosphorus 39 1000 610
Total Nitrogen 11 1000 890
Gross Pollutants (>600µm) 97 1000 30
Heavy Metals 6 n/a n/a
Total Petroleum/Hydrocarbons 20 n/a n/a
Table 2 - Ecosol™ Litter Basket - 200 µm Filter liner, input and output values.
URBAN ®
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7.0 MUSIC Modelling Guidelines Continued
Removal Rate Entered Input Entered Output
Pollutant
(%) Value Value
Total Suspended Solids (20 - 600μm) 15 1000 850
Total Phosphorus 15 1000 850
Total Nitrogen 4 1000 960
Gross Pollutants (>600μm) 77 1000 230
Heavy Metals 2 n/a n/a
Total Petroleum/Hydrocarbons 7 n/a n/a
Table 3 - Ecosol™ Litter Basket -1500 µm Filter liner, input and output values.
Once the transfer functions have been defined for each of the pollutants the node
has been fully defined. When completed the properties window can be closed by
clicking the “Finish” button.
For further assistance in sizing or specifying a system for your next project please
complete the form in Appendix 1 and forward to your local Urban Asset Solutions
Pty Ltd representative
8.0 Monitoring
Under normal weather and operating condition your Ecosol™ Litter Baskets
should be checked a minimum of every two - three months depending on the
quality and quantity of the inflow to the unit and immediately following a major
storm event. Initially, Urban Asset Solutions Pty Ltd recommends that monitoring
is undertaken monthly. Once the unit has been in operation for an extended period
of time (say, 24 months) then the monitoring schedule can be adjusted to
reflect the actual operating conditions specific to the catchment.
URBAN ®
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9.0 Cleaning And Maintenance
During the first two years of operation it is important to regularly monitor and
maintain each unit to better determine long-term maintenance regimes. All elements
within the Ecosol™ Litter Basket have been designed for easy safe and cost efficient
cleaning by either manual basket removal or vacuum method. Please refer to the
product maintenance guide for full cleaning and maintenance procedures.
The figures in the table below give a broad guideline about the optimal catchment
size,and the number of cleans required annually based on typical expected
urban pollutant loads.
Recommended cleaning frequency based on
Optimal
Catchment optimal catchment sizes and typical pollutant loads
Size (per annum)
(Ha)
Typical Developed Urban Catchment
Up to 0.2 2
Up to 0.3 2-3
Up to 0.5 3-4
One of the ke y advantages of the Ecosol™ Litter Basket is that it can
be cleaned by vacuum method using street sweeping vehicles. This is safe
and cost efficient.
URBAN ®
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10.0 Applications And Configurations
The Ecosol™ Litter Basket is an at-source filtration system that is ideal for capturing
solid pollutants in a variety of locations but is especially effective in built-up areas,
so-called “hot spots” such as shopping precincts and restaurant strips.
The ability to retro-fit the Ecosol™ Litter Basket into existing pits means that
drainage lines serving pollutant-generating catchments, such as schools, shopping
precincts, and central business districts, can be targeted for treatment cost efficiently.
Shopping Centre Residential Development
Treatment-train Approach
As no one measure can treat all of the pollutants generated from a typical
development a treatment-train approach to stormwater management is always
preferable. This involves using a range of treatment measures, working together, to
achieve improved water quality. The Ecosol™ Litter Basket operating as a
pre-screening system in a treatment train provides essential primary treatment
thereby enhancing the operating life of secondary and tertiary treatment systems.
URBAN ®
ASSET SOLUTIONS
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11.0 Turnkey Services
Urban Asset Solutions Pty Ltd design and estimating staff provide a dedicated
management approach towards your project. In addition all staff are capable of
liaising with the client, the consulting engineer, the contractor, and all other interested
third parties to achieve a successful outcome.
Given the wide range of pit types, sizes, and configurations, Urban Asset Solutions Pty
Ltd provide a complete turnkey service inclusive of site measure, manufacture and
installation on-site to suit each individual stormwater inlet pit. This flexibility,
when compared to other off-the-shelf, supply-only products, means the client can
be assured of a unit that not only has proven performance but also one that is
ideally suited to the particular needs of the site. The unit’s unique design enables
it to maximise holding capacities for the many different types of pits without
impeding on the hydraulic design characteristics of the inlet pit.
Urban Asset Solutions Pty Ltd has a very competitive cleaning service. After each
clean we provide a report detailing the volume and type of pollutants removed.
We believe that it is in your best interests for Urban Asset Solutions Pty Ltd staff to
clean and maintain the unit, not only because we are specialists, but also because
proper monitoring and maintenance enhances the unit life significantly.
Should you use another company to clean the unit, or undertake this work yourself,
we request that it be conducted according to Urban Asset Solutions Pty Ltd
specifications. Otherwise, you may invalidate your warranty, as damage caused by
inappropriate cleaning procedures is not covered. The advantages of using Urban
Asset Solutions Pty Ltd to clean and maintain your unit are that you get:
• regular inspections of your unit;
• a comprehensive cleaning service with removal and disposal of all captured pollutants;
• a detailed report provided on completion of each clean;
• trained and experienced staff; and remedial work completed, if required.
12.0 Accreditation
Urban Asset Solutions Pty Ltd is accredited to AS/NZS ISO 1400 (Environment)
and AS/NZS 9001 (Quality). Our commitment to continuously improving our
products and services is demonstrated by our ongoing accreditation for Quality and
Environmental Management. Urban Asset Solutions Pty Ltd is also committed to a
safe environment for its employees. We are fully third-party accredited to AS/NZS 4801.
13.0 Suppiler And Technical Product Contact Details
For any maintenance or technical product enquiries please contact:
Urban Asset Solutions Pty Ltd
Tel: 1300 706 624
Fax: 1300 706 634
Email: [email protected]
URBAN ®
ASSET SOLUTIONS
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Appendix 1
Ecosol™ Litter Basket Essential Information Form
To ensure your system is appropriately designed for its intended application and meets local water
quality objectives it is essential that the following minimum information is provided:
Customer Details
Asset Owner: Asset ID:
Unit Location : UAS Ref:
Date: Time: Product Code: Ecosol™ Litter Basket
Inspected By:
Project and Site Information
Project Name:
Project Address:
Type of Development/Catchment Type
Pollutant Removal Targets (%): Gross Pollutants (>2000μm)
Site Water Quality Objectives (WQO’s) Total Suspended Solids (20 – 2000μm)
Total Phosphorus
Total Nitrogen
Heavy Metals
Total Petroleum/ Hydrocarbon
Other
Local Authority:
Proposed Number of Ecosol™ Litter Baskets required:
Inlet pit type & typical dimensions
(e.g. Grated side entry pit 900 x 600mm)
Other essential design or site relevant information
Please forward the above information for your next project to your local Urban
Asset Solutions Pty Ltd representative. On receipt Urban Asset Solutions Pty Ltd
will model and design the most appropriately sized system to suit your application
to assist you achieve the project Water Sensitive Urban design objectives.
Email: [email protected]
Fax: 1300 706 634
URBAN ®
ASSET SOLUTIONS
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Appendix 2
References
Dr. F.P Nejad, Dr.A. Zecchin, Dr.M Lambert (2013) - Performance Review of the Ecosol
Litter Basket at-source solid pollutant filter - School of Civil Environmental and
Mining Engineering. The University of Adelaide.
Prof J.R. Argue, D Pezzaniti (1996) Evaluation of the RSF 100 and RSF 200 Gross Pollutant
Traps - Full scale laboratory testing on the performance of the Ecosol Litter Basket
on sag and grade test utilising the road surface drainage test rig – Urban Water
Resources Centre, University of South Australia.
Prof J.R. Argue, D Pezzaniti (1996) Evaluation of the RSF 100 Gross Pollutant Trap –
Stage 2 - Full scale laboratory testing on the performance of the Ecosol Litter Basket
on sag and grade test utilising the road surface drainage test rig – Urban Water
Resources Centre, University of South Australia.
Dr.A Wallace (2003) Hydraulic and Strength review of the RSF 100 pollutant traps
(Ecosol Litter Basket) primary stormwater filter -Avocet Consulting Pty Ltd.
Dr.A Wallace (2012) Experimental determination of collection efficiency of Ecosol
Litter Basket primary stormwater filter - Avocet Consulting Pty Ltd.
A Attwood (2011) Physical and Chemical Assessment of Gross Pollutants Captured
in Ecosol Stormwater Retention Products, Field sampling and analysis at three
active site installations - LabSA Pty Ltd.
Upper Parramatta River Catchment Trust (2000) Stormwater Pit Pollutant Trap
Monitoring – Maintenance and monitoring of Stormwater Pit Pollutant Traps.
www. uprct.nsw.gov.au/cleanstreams.
M.Liebman, M.Brown, E. Garraway, C.Jones (2004) Kiama CBD’s stormwater treatment
and reuse project – Storm Consulting Pty Ltd “Kiama Municipal Council”.
J.Chrispin (2003) Assessing Different At-Source Stormwater Treatment Devices in
Hobart – Sullivans Cove and Brooker Highway Performance Trials – Hobart City Council.
J. Lewis (2002) Effectiveness of Stormwater Litter Traps for Syringe and Litter
Removal for Melbourne Water Corporation – Cooperative Research Centre for
Catchment Hydrology.
I. Jackson (2002) Stormwater Quality Improvement Project Monitoring report June
2001 – January 2002 At-Source RSF 100 Solid Pollutant Filters – Great Lakes Council.
A.Macklin (2012) Ecosol Litter Basket Water Quality Testing- Filtration Basket Capture
Efficiency, Laboratory testing and analysis of pollutant retention and chemical
composition using various filter basket medias - Ecosol Pty Ltd.
N.Watson (2005) Performance Report Ecosol RSF 100 Basket Installations Tauranga
New Zealand – Cleaning maintenance and monitoring report of litter basket
installation in the Tauranga City Council CBD – Ecosol (NZ) Wastewater Filtration
Systems Pty Ltd.
URBAN ®
ASSET SOLUTIONS
Page 17
Page 61
Urban Asset Solutions Pty Ltd
ABN 73 627 354 830
Telephone: 1300 706 624
Fax: 1300 706 634
Website: www.urbanassetsolutions.com.au
©Urban Asset Solutions Pty Ltd ABN 73 627 354 830 - 2020
This document is copyright. No part may be reproduced,
stored in a retrieval system, or transmitted in any form
or by any means, electronic, mechanical photocopying,
recording or otherwise without prior written permission
of Urban Asset Solutions Pty Ltd.
URBAN ®
ASSET SOLUTIONS
Page 62
Bioretention Inspection Checklist
Page 32 of 33
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 63
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
Page 33 of 33
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 64
a G STRATEGIC STRATEGIC SOLUTIONS, CREATIVE THINKING rgstrategic.com.au
Used in these records
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