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Att 4 - SWMP · MCU21/0117
Attachment 4 Revised SWMP Response to Council’s Further Advice MCU21/0117 + OPW21/0199 DATE [OCR of page images] KG STRATEGIC STRATEGIC SOLUTIONS, CREATIVE THINKING Attachment 4 Revised SWMP Response to Council's Further Advice MCU21/0117 + OPW21/0199 rgstrategic.com.au
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STORMWATER ENGINEERING REPORT
The Belvedere on Pearl
5 Pearl Street
Cooroy, QLD 4563
Project No.: 21011
Version: 3.0
Version Date: 03/11/21
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PROJECT INFORMATION
Client: 4CD Developments
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
3.0 B. Parry M. Poynter 03/11/2021
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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 Existing 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 Developed 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 ............................................................................................................................ 7
3. 1. D I S C H A R G E T O P E A R L S T R E E T ............................................................................... 7
4. STORMWATER QUALITY ............................................................................................................................... 9
4. 1. C O N S T R U C T I O N P H A S E ...................................................................................... 10
4.1.1 Erosion and Sediment Control Measures ......................................................................................... 10
4.1.2 Erosion and Sediment Control Monitoring ....................................................................................... 11
4. 2. O P E R A T I O N A L ................................................................................................ 11
4.2.1 MUSIC Modelling ............................................................................................................................. 12
4.2.1.1. Rainwater Tanks ................................................................................................................... 13
4.2.1.1. Pit Inserts .............................................................................................................................. 15
4.2.1.1. Bioretention Areas ................................................................................................................ 16
4.2.1.2. MUSIC modelling results ....................................................................................................... 17
4.2.2 Operational Maintenance ................................................................................................................ 18
5. CONCLUSION .............................................................................................................................................. 19
PROPOSED DEVELOPMENT PLANS ........................................................................................ 21
EXAMPLE ESC DEFECT DOCUMENTATION TEMPLATE ............................................................ 22
ECOSOL LITTER BASKET TECHNICAL SPECIFICATION .............................................................. 24
BIORETENTION INSPECTION CHECKLIST ................................................................................ 25
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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 and Lot 2 on
RP153798, with street frontages on Elm Street and Pearl Street, Cooroy, respectively. The
neighbouring properties to the south-west, east and north-west are residential in nature,
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 eventually conveyed through stormwater
infrastructure on Lot 0 SP260162 and Lot 48 C56013 towards an open drain on Lot 5
CP889589 to the north-east of the site.
Stormwater within the northern verge on Pearl St is conveyed through table drains and
driveway crossovers before being discharged beneath the driveway at 11 Pearl St into the
concrete box culvert and subsequent 1350 diameter stormwater pipe that discharges to the
open drain to the north.
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 on Lot 5 CP889589.
2.2.1.1. 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 including 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
however 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
Contour maps of the locality indicate that upstream surface run-off from the adjacent
property on Lot 1 RP 153798 may enter Lot 2 RP 153798 as overland flow along the
boundary, however no evidence of this was able to be observed on site. 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 Existing 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 lawful
point of discharge for the proposed development will be to the stormwater network in Pearl
Street, which will have the benefit of reducing the impact of nuisance overland flows on the
adjoining property owners and ensuring the runoff is discharged in a controlled manner
into Council’s drainage network.
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
2.5kL allocated to reuse purposes and the remaining 2.5kL per tank being dedicated for
attenuation. To minimise pollutants entering the run-off, 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 fall 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.
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The collected run-off will be conveyed to the south-east of the site into a new stormwater
line to be constructed within the Pearl Street road reserve. The new stormwater line will
connect into the council owned 1350mm diameter pipeline located to the east of the
development in front of Lot 0 SP 260162.
A stormwater drainage line will be installed along the southwestern 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 discharge point from the site. Similarly, a slotted drain
will be installed across the driveway at the property boundary to intercept upstream flows
and convey them directly to the discharge point from the site.
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 Developed Stormwater Catchments
Figure 2.6 – Proposed Catchments Plan
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2. 4. F L O O D C O N S I D E R A T I O N S
The Noosa Shire Council Intramaps Flood Hazard Overlays show that the proposed
development site is not likely to be subject to flooding or inundation up to and including
that during an extreme (500 year) flood event.
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 and state-
owned property to the north and the proposal seeks to discharge the run-off to the legal
point of discharge in Pearl Street, a comparison of the pre-development discharges to post-
development discharges for the site’s drainage catchments is not appropriate. To
demonstrate that the discharges will not cause nuisance to upstream or downstream
properties, the proposed drainage line to be constructed in Pearl Street has been modelled
using the 1% AEP storm event, allowing a 20% increase to rainfall intensity to account for
climate change impacts (2090 climate change factor for RCP8.5 scenario).
Based on contours of the locality, the typical surface run-off will drain northeast towards the
existing drainage channel north of Lot 0 SP 260162. The existing catchment is
predominately comprised of the road and verge strips draining to the table drain. The area
considered to contribute to the street drainage system is shown in Figure 2.6 – Proposed
Catchments Plan as the external catchments. Due to existing run-off from the table drain
upstream of the site now being captured in the new stormwater line, the total run-off in the
table drain is reduced from the existing conditions, providing a potential improvement to
any localised flooding or surface flow issues.
To ensure sufficient capacity exists in the stormwater network, the upstream catchment
draining into the existing stormwater infrastructure has been estimated based on the Noosa
Council contour and stormwater infrastructure maps, with an estimated catchment area of
6.7Ha as shown below in Figure 3.1 – Existing stormwater network catchment. This volume
was modelled as a constant inflow rate upstream of the proposed connection point to
simulate the full catchment draining through the piped network at the time of the design
storm.
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Figure 3.1 – Existing stormwater network catchment
The peak storm events for the development were modelled in 12D, with the catchment
hydrology configured in accordance the Bureau of Meteorology’s IFD curves (increased by
the climate change factor) for the locality and a minimum time of concentration of 5 minutes
for each catchment. The model was run for the ensemble of storm events for storm durations
up to 12 hours to simulate the pipe hydraulics under a range of different rainfall patterns.
The developed site and the external catchments as described above that have been used
in the modelling are shown below in Table 3.1-Development Catchment Areas.
Table 3.1-Development Catchment Areas
Catchment Area (Ha) Fraction Impervious
C1 0.017 100
C2 0.020 100
C3 0.028 100
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C4 0.017 100
C5 0.017 100
C6 0.035 37.5
C7 0.003 0
C8 0.010 0
C9 0.019 0
C10 0.017 90.4
C11 0.037 54.7
C12 0.008 0
E1 0.044 20.4
E2 0.067 29.3
E3 0.037 76.9
E4 0.020 100
E5 0.033 23.1
E6 0.018 33.2
E7 0.082 51.5
E8 0.001 100
The modelling demonstrates that there is sufficient capacity in the proposed stormwater
network and the existing downstream network to accommodate the 1% AEP storm event
without relying on overland flows. The modelling also demonstrates that the storage areas,
comprised of the 4 5,000L rainwater tanks (2.5KL/tank attenuation portion only – reuse
portion considered full at time of storms) and the bioretention areas provide sufficient
capacity so that the internal drainage network is not exceeded for the 1% AEP storm event.
The output of the hydraulic modelling showing the maximum Hydraulic Grade Lines (HGL)
for the development is provided in the Drainage Longsections within Appendix A Proposed
Development Plans.
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.
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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 the stormwater run-off to avoid pollution of
downstream waterways from sediments and gross pollutants from the site. Best practice
erosion and sediment controls shall be installed to minimise the discharge of typically
sediment heavy run-off from the site in accordance with the objectives of Appendix 2 of the
SPP (July 2017) shown below in Figure 4.1.
Figure 4.1 SPP 2017 Construction Phase Stormwater Management Design Objectives
Refer to Appendix A Proposed Development Plans which contains the site-specific ESC Plan
prepared for the development. The measures proposed for the site include:
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 are to be inspected to
ensure the sediment fences are not being bypassed as a result.
2. A shakedown area to be installed at the construction entry/exit to the site to minimise
sediment being transported to and from the site.
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3. Filter sock sediment traps are to be used in the table drains downstream of works
within the road reserve.
In addition to these measures, stockpiles and construction materials are not permitted to be
stored within the road reserve and shall be contained using sediment fencing downstream
of these areas, turfed diversion swales are to 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 must be maintained in an effective operational
condition during the construction works. Regular inspections should be carried out by the
contractor and any defects in erosion and sediment control devices specified for the site
are to be remedied as soon as practicable. Any damage to either temporary or permanent
water quality control structures is to be immediately rectified at the contractor’s expense.
The inspection of the ESC devices is 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 these defects is to be carried out, 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 occurring in the future. Once the
device has been repaired, the date of repair and the solution implemented should also be
recorded in the documentation. An example template for this documentation has been
provided in Appendix B Example ESC Defect Documentation Template.
4. 2. O P E R A T I O N A L
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:
• First-flush divertors will be installed for roof-water drainage to divert initial run-off
capture to irrigation of the vegetated areas on site.
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• 4 x 5,000L Slimline Rainwater tanks will be used to capture roof run-off, with 50% of
the tank volume allocated to reuse, and 50% to attenuation storage.
• 2 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 C 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.
Table 4.1 - Urban Residential Split Node Pollutant Generation Parameters
Flow Type TSS LOG¹º TP LOG¹º VALUES TN LOG¹º VALUES
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Surface Mean St. Dev Mean St. Dev Mean St. Dev
Type
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 2.5kL 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 remove the typically sediment laden
initial volume from the tanks. This is modelled by assuming a 25L flush for run-off draining
to each tank distributed over the roof area 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 MUSIC 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 * 40m² * 0.548 = 16kL/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 C 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.
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Figure 4.6 – Bioretention Node details
Table 4.2 – Bioretention Area Plantings below based on the Brisbane City Council Water
Sensitive Urban Design Engineering Guidelines presents a sample of suitable plants that
shall be used to provide effective removal of nutrients in the 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) 454.08 88.35 80 80.54
Total Phosphorus (kg/yr) 0.938 0.312 60 66.75
Total Nitrogen (kg/yr) 5.661 3.06 45 45.95
Gross Pollutants (kg/yr) 50.581 4.902 90 90.31
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4.2.2 Operational Maintenance
Periodic maintenance and monitoring of stormwater infrastructure proposed for this
development should 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 6 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 C 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 (3) monthly basis within the first twelve (12) months and on a six (6) 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 D 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 18 of 26
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 23
5. CONCLUSION
This Stormwater Management Report has outlined how the stormwater run-off from the site
is to be managed to minimise any adverse impacts to the downstream catchments.
The existing site and upstream catchments’ drainage patterns currently discharge from the
site as overland nuisance surface flows into adjacent properties to the north and east of the
proposed development site. The 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 network infrastructure has instead been modelled
to demonstrate sufficient capacity exists withing the existing network to carry the
developments 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 with
a climate change increase factor of 20% being applied to represent the RCP8.5 scenario to
2090. The modelling shows that with the combination of rainwater/attenuation tanks and
bio-gardens, the proposed stormwater network within the site, the proposed drainage line
in Pearl Street and the existing infrastructure (being the legal point of discharge for the
development) are sufficiently sized to carry the 1% AEP design storm without exceeding the
capacity of the existing network.
During construction, erosion and sediment control measures including downstream
sediment fencing of the property boundaries and of stockpile areas, a construction
shakedown area at the entry/exit of the site and upstream diversion banks are to be
implemented to minimise sediment and gross pollutants 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 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 towards 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 development will connect into the existing stormwater infrastructure by providing a new
drainage line within Pearl Street that will connect into the existing.
The proposed stormwater treatment train has been modelled in MUSIC software in
accordance with the Water By Design MUSIC Modelling Guidelines. By implementing the
Page 19 of 26
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 24
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 20 of 26
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 25
Proposed Development Plans
Page 21 of 26
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 26
OP WORKS
THE BELVEDERE ON PEARL ISSUE
5 PEARL STREET, COOROY QLD 4562
CIVIL WORKS
NOTE: 7. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS SHALL
BE RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, FOOTPATHS,
THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS CONCRETE AREAS, GRAVEL AREAS, GRASSED AREAS AND ROAD
BEFORE ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR IS TO PAVEMENTS.
PROVIDE A MINIMUM OF 72 HOURS NOTICE TO RECOR FOR REQUIRED
INSPECTIONS. SHOULD THE CONTRACTOR FAIL TO REQUEST AN INSPECTION, 8. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO
THE CONTRACTOR WILL BE RESPONSIBLE FOR ALL COSTS TO ALLOW FOR THE AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR
WORKS TO BE INSPECTED TO THE SATISFACTION OF RECOR. ANY INSPECTIONS REINSTATEMENT TO BE CARRIED OUT IMMEDIATELY TO THE SATISFACTION
THAT FAIL ARE TO BE RE-INSPECTED WITH ALL REINSPECTION COSTS TO BE PAID OF INFRASTRUCTURE OWNER/MANAGER / AUTHORITY/COUNCIL.
BY THE CONTRACTOR. 9. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL
a. PRESTART WORKPLACE HEALTH AND SAFETY REQUIREMENTS.
b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF SEDIMENT 10. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN CLOSE
AND EROSION CONTROL MEASURES UNSUITABLE GROUND PROXIMITY TO NEIGHBOURING LOT BOUNDARIES OR INFRASTRUCTURE,
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
d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW VIBRATION
EQUIPMENT, TRENCH SHORING ETC AS REQUIRED.
e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT
11. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON SITE BOUNDARY
f. STORMWATER STRUCTURE BASE SLABS THESE DRAWINGS, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE
g. SEWER RETICULATION WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
h. WATER RETICULATION 12. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL
CONSTRUCTED WORKS IN ACCORDANCE WITH LOCAL GOVERNMENT
i. PAVEMENT SUBGRADE REQUIREMENTS. UNLESS OTHERWISE ADVISED BY RECOR CONTRACTOR TO
j. PAVEMENT REINFORCING NOTE COUNCILS ADAC REQUIREMENTS.
k. PAVEMENT PRIOR TO SEALING (PRESEAL) 13. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH RELEVANT
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
n. STEEL REINFORCEMENT OF CONCRETE STRUCTURES CONSTRUCTION.
o. PRACTICAL COMPLETION 15. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR DEMOLITION
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
s. ANY OTHER INSPECTION AS REQUIRED BY UNITY WATER AND WHERE OF ANY WORKS ON SITE.
RELEVANT TO THEIR CERTIFICATION SCHEME 18. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS IDENTIFIED
IN THE APPROVED VEGETATION MANAGEMENT PLAN. CONTRACTOR TO
ENSURE ALL TREE ROOTS AND STUMPS ARE COMPLETELY REMOVED AND
GENERAL NOTES BACKFILLED TO LEVEL 1 SUPERVISION. CONTRACTOR TO ALLOW TO MULCH
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN. ALL CLEARED VEGETATION AND STOCKPILE ON SITE OR REMOVE FROM SITE
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:
LOCALITY PLAN
SETOUT THE WORKS.
SURVEYOR: SKYLINE SURVEYORS NOT TO SCALE
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT
SPECIFICATIONS AND WHERE FURTHER DETAILS ARE REQUIRED THE ARCHITECT: ZEST BUILDING GROUP
CONTRACTOR SHALL REFER TO NOOSA SHIRE COUNCIL DEVELOPMENT
GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, ASSOCIATED HYDRAULICS: PLUMBING DESIGN & DRAFTING
STANDARD DRAWINGS AND SPECIFICATIONS U.N.O. 03/11/21 UPDATED DETAILS - MVP
STRUCTURAL: RECOR
02/07/21 ISSUED FOR OP WORKS - MVP
4. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED OUTSIDE OF LANDSCAPE: ZEST BUILDING DESIGN DATE REVISION MARK CHK
THE TOLERANCES SPECIFIED WITHIN THE PROJECT SPECIFICATION AND
LOCAL AUTHORITY REQUIREMENTS, THE CONTRACTOR WILL RECTIFY AT 20. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT AUTHORITY: PROJECT ENGINEER
THEIR COST INCLUSIVE OF ANY ADDITIONAL COSTS INCURRED BY RECOR. ROAD OPENING PERMIT AND TRAFFIC MANAGEMENT PLAN FOR ALL WORKS
WITHIN COUNCIL ROAD RESERVES. CONTRACTOR TO ALLOW FOR ALL COSTS
5. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS ASSOCIATED WITH IMPLEMENTATION OF THE TMP.
SUCH THEIR ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY IS
TAKEN BY RECOR OR THE PRINCIPAL FOR THE ACCURACY AND 21. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH THE FOLLOWING
COMPLETENESS OF THIS INFORMATION. IT IS THE RESPONSIBILITY OF THE LOCAL AUTHORITY APPROVALS: T.B.A
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.
DISCREPANCIES SHALL BE REPORTED TO THE SUPERINTENDENT. E [email protected]
23. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE
CONTRACTOR TO LOCATE AND PROTECT SERVICES AS REQUIRED DURING A 37 MARY ST NOOSAVILLE, QLD
PROPOSED WORKS. BOUNDARY WITHOUT FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF
THAT LAND INCLUDING BUT NOT LIMITED TO PRIVATE PROPERTY, ROAD P +61 7 5211 1003
6. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND RESERVE, PARKS/OPENSPACE, EASEMENTS. CLIENT
SURVEY ALL CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SHOWN
24. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION
ON THE DRAWINGS INCLUDING ANY POTENTIAL EXISTING SERVICES
DRAWINGS AND APPROVALS ON SITE AT ALL TIMES.
4CD DEVELOPMENTS
CLASHES PRIOR TO COMMENCEMENT OF CIVIL WORKS. CONTRACTOR TO
IMMEDIATELY REPORT ANY DISCREPANCIES TO RECOR AND AWAIT FORMAL 25. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN PROJECT
DIRECTION PRIOR TO COMMENCING CIVIL WORKS. ACCORDANCE WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN AND
CONSTRUCTION CODE (2013).
THE BELVEDERE ON PEARL
5 PEARL STREET, COOROY
TITLE
COVER SHEET AND
LOCALITY PLAN
PROJECT NO. DRAWING NO. STATUS
21011 C01 OPW
DRAWN DESIGNED SCALE ISSUE
MVP BRP 1:200 B
Page 27
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
CONSTRUCTED PRIOR TO COMMENCEMENT OF WORKS. ELECTRICITY MARKER
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
03/11/21 UPDATED DETAILS - MVP
02/07/21 ISSUED FOR OP WORKS - 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
4CD DEVELOPMENTS
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 B
Page 28
SEDIMENT RELEASE GUIDELINES EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST PRACTICES
1. ALL RELEASES OF STORMWATER CAPTURED ONSITE, UNLESS OTHERWISE
STANDARD DRAWING R-01 REVEGETATION GENERAL. OP WORKS
NOTED IN THIS STANDARD, MUST NOT EXCEED THE FOLLOWING LIMITS:
FIELD INLET ISSUE
15. FOR FIELD INLET STANDARD DETAIL AND SPECIFICATION REFER TO
1.1. 50mg/L OF TOTAL SUSPENDED SOLIDS (TSS) AS A MAXIMUM
INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST
CONCENTRATION;
PRACTICES STANDARD DRAWING ESC-02 GRATED STORMWATER (FIELD)
1.2. TURBIDITY (NTU) VALUE LESS THAN 10% ABOVE BACKGROUND;
INLET SEDIMENT TRAP.
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
LEGEND
OPERATION AND MAINTENANCE
RANGE.
16. IN ACCORDANCE WITH NC ESC GUIDELINES, ALL ESC MEASURES SHALL BE
2. THE CONCENTRATION OF TSS RELEASED BY DEWATERING MAY ONLY CONSTRUCTION ENTRY/EXIT
INSPECTED:
EXCEED 50mg/L WHERE IT CAN BE DEMONSTRATED AND SUPPORTED SHAKEDOWN AREA
· AT LEAST DAILY (WHEN WORK IS OCCURRING ON SITE) OR WEEKLY (WHEN
THROUGH DOCUMENTATION THAT:
WORK IS NOT OCCURRING ON SITE)
2.1. FURTHER SIGNIFICANT RAINFALL IS FORECAST TO OCCUR BEFORE THE SEDIMENT FENCE
· WITHIN 24 HOURS OF EXPECTED RAIN; AND
TSS CONCENTRATION IS LIKELY TO BE REDUCED TO 50mg/L; (INDICATIVE LOCATION)
· WITHIN 18 HOURS OF A RAINFALL EVENT (I.E. AN EVENT OF SUFFICIENT
2.2. RELEASING A HIGHER CONCENTRATION OF TOTAL SUSPENDED SOLIDS
INTENSITY AND DURATION TO MOBILISE SEDIMENT ON SITE).
WILL RESULT IN A BETTER ENVIRONMENTAL OUTCOME BY PROVIDING
17. IN ACCORDANCE WITH NC ESC GUIDELINES, MAINTENANCE OF ESC
STORAGE FOR THE CAPTURE AND TREATMENT OF RUN-OFF FROM THE
MEASURES SHALL OCCUR IN ACCORDANCE
MAINTENANCE WITH THE FOLLOWING TABLE:
SCHEDULE
IMMINENT RAINFALL AND RUN-OFF.
2.3. ALL REASONABLE AND PRACTICABLE STEPS HAVE BEEN TAKEN TO TIMEFRAME FOR COMPLETION
ESC MEASURES MAINTENANCE TRIGGER
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
EXCEEDED UNLESS THE DEVELOPMENT IS IN FULL COMPLIANCE WITH THIS
STANDARD. REPORTING
18. CONTRACTOR IS TO PROVIDE AN UPDATED PROGRAM OF ESC MAINTENANCE
NOTE: IT IS RECOMMENDED THAT A SITE-SPECIFIC RELATIONSHIP BETWEEN AND CONTROL OF ALL STAGES OF WORK FOR APPROVAL BY THE
TURBIDITY AND SUSPENDED SOLIDS IS DETERMINED FOR EACH SEDIMENT BASIN. SUPERINTENDENT.
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. FILTER SOCK SEDIMENT TRAPS TO BE INSTALLED TO DOWNSTREAM TABLE
DRAINS AND INLET PITS FOR WORKS WITHIN ROAD RESERVE
10. 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 03/11/21 UPDATE DETAILS - MVP
FOR MORE THAN 14 DAYS. 02/07/21 ISSUED FOR OP WORKS - MVP
DATE REVISION MARK CHK
SEDIMENT FENCE
10. FOR SEDIMENT FENCE STANDARD DETAIL AND SPECIFICATION REFER TO PROJECT ENGINEER
INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST
PRACTICES STANDARD DRAWINGS SF-01 AND SF-02 SEDIMENT FENCE.
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.
E [email protected]
KERB INLET A 37 MARY ST NOOSAVILLE, QLD
12. FOR KERB INLET STANDARD DETAIL AND SPECIFICATION REFER TO
INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST P +61 7 5211 1003
PRACTICES STANDARD DRAWING ESC-03 KERB INLET SEDIMENT TRAPS
CLIENT
CHECK DAMS
13. FOR CHECK DAM STANDARD DETAIL AND SPECIFICATION REFER TO 4CD DEVELOPMENTS
INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST
PRACTICES STANDARD DRAWING RCD-01 CHECK DAMS. PROJECT
REVEGETATION THE BELVEDERE ON PEARL
14. FOR REVEGETATION STANDARD SPECIFICATION REFER TO INTERNATIONAL
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 B
Page 29
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 03/11/21 UPDATE DETAILS - MVP
SURFACE.
02/07/21 ISSUED FOR OP WORKS - 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
4CD DEVELOPMENTS
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 B
Page 30
OP WORKS
ISSUE
LEGEND
PROVIDE 2X5,000L SLIMLINE 600x600 GRATED
RAINWATER ATTENUATION TANKS INLET SL: 105.93 DRAINAGE PIPE
(2.5KL ATTENUATION, 2.5KL REUSE) AS CLASS B GRATED LID FIELD INLET PIT
PER DETAIL B. OVERFLOWS TO PIT
LITTER BASKET. JUNCTION PIT
225mm FRC PIPE 1 ATTENUATION TANK
PROVIDE 5,000L SLIMLINE RAINWATER
USIL: 105.39 C
ATTENUATION TANK (2.5KL
ATTENUATION, 2.5KL REUSE) AS PER DSIL: 104.98 1
A SW PIT ID
DETAIL B. OVERFLOWS DIRECTED TO LENGTH: 15.64M 375mm FRC PIPE
GRADE: 2.6% 12.5m² BIORETENTION AREA.
BIOGARDEN USIL: 104.82 400MM FILTER MEDIA
1050Ø JUNCTION PIT DSIL: 104.74 100MM EXTENDED DETENTION DEPTH BIORETENTION AREA
WITH TRAFFICABLE LENGTH: 14.65m
CONTRACTOR TO LOCATE 600x900 GRATED REFER TO DETAIL A.
12.5m² BIORETENTION AREA. LOCKABLE LID GRADE: 0.55%
EXISTING SEWER CONNECTION INLET SL: 105.92 EXISTING ROAD
400MM FILTER MEDIA SL: 105.84
FROM ADJACENT LOT ON SITE CLASS B GRATED LID
100MM EXTENDED DETENTION DEPTH EXISTING 225 SEWER UNDER
REFER TO DETAIL A. APPROX IL 104.05 PROPOSED 2.0m WIDE
CONTRACTOR TO CONFIRM DEPTH ONSITE FOOTPATH
1
A 4 PROPOSED TYPE 'A'
A 600x600 GRATED DRIVEWAY CROSSOVER
INLET SL: 105.60 VERGE TURFED AREA. REFER
CLASS B GRATED LID ARCHITECTS PLANS.
3
2 A
A TURF BLOCK PARKING AREA TO
ARCHITECTURAL SPECIFICATION
DESIGN SPOT HEIGHT
225mm FRC PIPE 300mm FRC PIPE PROVIDE 5,000L SLIMLINE RAINWATER
600x600 GRATED
USIL: 105.10 USIL: 104.90 ATTENUATION TANK (2.5KL ASPHALT DRIVEWAY
INLET SL: 105.70 225mm FRC PIPE
DSIL: 104.92 DSIL: 104.84 ATTENUATION, 2.5KL REUSE) AS PER CONCRETE EDGED
CLASS B GRATED LID USIL: 105.32
LENGTH: 31.71m LENGTH: 10.67m DETAIL B. OVERFLOWS DIRECTED TO 250mm COMPACTED ROADBASE
GRADE: 0.57% GRADE: 0.56% DSIL: 104.91 BIOGARDEN 30mm AC14 WEARING COURSE
LENGTH: 10.40m
TURF BLOCK PARKING AREA TO GRADE: 4.0%
SJ SAW-CUT JOINT
ARCHITECTURAL SPECIFICATION
1
1 B EJ EXPANSION JOINT
D
600x900 GRATED
INLET SL: 106.07 450mm FRC PIPE CJ CONTROL JOINT
CLASS C GRATED LID USIL: 104.72
DSIL: 104.52
225mm FRC PIPE LENGTH: 27.75m
600X600 GRATED GRADE: 0.72%
USIL: 105.20
INLET SL: 105.97
DSIL: 105.04
GRATED LID
LENGTH: 11.06m RETAINING WALL TO STRUCTURAL
GRADE: 1.45% ENGINEERS SPECIFICATION
5 BREAK INTO EXISTING
RETAINING WALL TO STRUCTURAL 2 A 1050Ø JUNCTION PIT STORMWATER, CONNECT AND
ENGINEERS SPECIFICATION D WITH LOCKABLE LID MAKE GOOD
EXISTING PROPERTY ACCESS TO BE
SL: 106.0 I.L.: 103.17
225mm FRC PIPE DEMOLISHED AND REPLACED WITH NEW
USIL: 105.02 FOOTPATH, TURF, KERB & CHANNEL FOR
DSIL: 104.94 FULL SITE FRONTAGE. BATTER TO MAKE
SMOOTH JOIN TO EXISTING LEVELS. CONTRACTOR TO LOCATE
LENGTH: 27.62m
LOCALLY GRADE TOWARDS INLET PITS WATER MAIN ON SITE AND
GRADE: 1.6%
ENSURE CLEAR OF WORKS
CONTRACTOR TO LOCATE
WATER MAIN ON SITE AND
ENSURE CLEAR OF WORKS
ACO GRATED DRAIN K2-00 /
KS2-00 OR SIMILAR. 150Ø
SJ 300X300 INLET PIT WITH 150Ø
OUTLET
uPVC CONNECTION TO INLET
EJ EJ PIT. GRADE SURFACE TO
DRAIN LOCALLY TOWARDS PIT REPLACE ALL DISTURBED
2m WIDE FOOTPATH IN
AREAS IN KIND AND MAKE
ACCORDANCE WITH IPWEA 1
CJ 450mm RCP PIPE SMOOTH JOIN WITH EXISTING
STANDARD DWG RS-065. MATCH E
TO EXISTING LEVELS AT ENDS. USIL: 104.50 450mm RCP PIPE
2 DSIL: 104.30
E USIL: 103.30
LENGTH: 15.62m DSIL: 103.21
3 GRADE: 1.28% LENGTH: 16.77m
600x600 GRATED 4
INLET SL: 106.98 E E GRADE: 0.54%
CLASS D GRATED LID TYPE A DRIVEWAY ENTRY PROVIDE KERB IN 03/11/21 GRAVITY DRAINAGE - BRP
IN ACCORDANCE WITH LINE PIT AS PER NSC 1050Ø JUNCTION PIT WITH
450mm RCP PIPE 06/10/21 REVERT TO ORIGINAL LAYOUT - MVP
IPWEA STANDARD DWG STD DWG DS-068 CLASS D TRAFFICABLE
375mm RCP PIPE CLASS D GRATED LID USIL: 103.66 17/08/21 UPDATE FOR RFI - MVP
RS-051 AND DETAIL E. LOCKABLE LID & STEP IRONS 1050Ø JUNCTION PIT WITH
USIL: 106.16 INLET SL: 106.50 SL: 106.59 DSIL: 103.32 CLASS D TRAFFICABLE 02/07/21 ISSUED FOR OPW - MVP
DSIL: 104.29 STORMWATER TRENCH WITHIN LENGTH: 49.8m LOCKABLE LID & STEP IRONS DATE REVISION MARK CHK
LENGTH: 29.59m ROAD AS PER DETAIL D. GRADE: 0.68% SL: 105.91
REMOVE EXISTING CULVERTS PROJECT ENGINEER
NOTE: RAINWATER REUSE/ATTENUATION TANKS TO BE GRADE: 6.3% PROVIDE M1 KERB AS PER IPWEA AND HEADWALLS
INSTALLED AS PER MANUFACTURERS SPECIFICATION AND STANDARD DWG RS-080. SAW CUT
AS PER DETAIL B. ROOF DRAINAGE TO BE FITTED WITH INTO EXISTING AND MAKE SMOOTH
FIRST FLUSH DIVERTERS TO ON-SITE IRRIGATION. TANKS JOIN. REFER DETAIL C.
TO BE PLUMBED FOR INTERNAL AND EXTERNAL REUSE.
ROADWORKS AND DRAINAGE NOTES ADJACENT TO THE KERB OR ROAD PAVEMENT EDGE TO EXTEND FULLY TO THE KERB LINE OR EDGE OF PAVEMENT. E [email protected]
19. THE CONTRACTOR IS TO CONFIRM THE LOCATION OF SERVICE CONDUITS WITH THE SUPERINTENDENT PRIOR TO LAYING STORMWATER DRAINAGE. ALL TRENCH EXCAVATION AND
1. REFER HYDRAULIC DRAWINGS FOR BUILDING DRAINAGE DETAILS. CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE QUEENSLAND WORKPLACE HEALTH AND SAFETY ACT 2011. A 37 MARY ST NOOSAVILLE, QLD
20. ROADBASE MATERIAL SHOULD BE PLACED IN LAYERS AT LEAST 75 MM THICK BUT NOT EXCEEDING 150 MM IN THICKNESS, AND COMPACTED TO A MINIMUM DENSITY OF 95% OF THE
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
MAXIMUM DRY DENSITY AS DETERMINED IN ACCORDANCE WITH AUSTRALIAN STANDARD AS1289.6.2.
P +61 7 5211 1003
IN ACCORDANCE WITH NOOSA SHIRE COUNCIL DEVELOPMENT GUIDELINES, DRAWINGS AND SPECIFICATIONS.
3. ALL DRAINAGE CONSTRUCTION (PRIVATELY OWNED DRAINAGE LINES INTERNAL TO THE SITE BOUNDARIES) CONSTRUCTED AND TESTED TO BE IN ACCORDANCE WITH RELEVANT 21. CONTRACTOR TO UNDERTAKE ROADWORKS TESTING IN ACCORDANCE WITH NOOSA SHIRE COUNCIL GUIDELINES, DRAWINGS AND SPECIFICATIONS. CLIENT
AUSTRALIAN STANDARDS. 22. ECOSOL LITTER BASKETS (200um filter) OR SIMILAR TO BE PROVIDED TO STORMWATER INLET PITS IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS.
4. DRAINAGE PITS TO BE PROVIDED WITH Ø150 STUB FOR FUTURE HYDRAULIC CONNECTION TO BE MINIMUM 50mm ABOVE INVERT OF PIT. 23. GRADE LANDSCAPED AND VEGETATED AREAS LOCALLY TOWARDS DRAINAGE.
24. DIRECTIONAL DRILLING TO BE UNDERTAKEN BY SUITABLY QUALIFIED CONTRACTOR. INTERNAL WELDS BEADS ON HDPE PIPE TO BE TRIMMED TO ENSURE SMOOTH FLOW.
4CD DEVELOPMENTS
6. ALL STORMWATER DRAINAGE PIPES EXTERNAL TO SITE SHALL BE Ø300 AND GREATER CLASS 2 OR 3 R.C. RUBBER RING JOINTED
7. ALL STORMWATER PIPES ARE TO BE MANUFACTURED TO RELEVANT AUSTRALIAN STANDARDS INCLUDING BUT NOT LIMITED TO AS4058 AND AS1992. PROJECT
8. STORMWATER DRAINAGE AND STRUCTURES HAVE BEEN DESIGNED FOR OPERATIONAL LOADS ONLY. CONTRACTOR TO CONSIDER CONSTRUCTION LOADINGS AND ENSURE NO
EXCESSIVE LOADS ARE PLACED ON STORMWATER DRAINAGE OR STRUCTURES. STANDARD SIGNS AND LINE MARKING NOTES THE BELVEDERE ON PEARL
9. ALL PRECAST END STRUCTURES TO BE CONSTRUCTED WITH REINFORCED CONCRETE END WALL. 1. GENERAL
10. CONTRACTOR TO CONFIRM LOCATION AND LEVEL OF EXISTING STORMWATER DRAINAGE WHERE CONNECTING ON TO EXISTING. 1.1. ALL SIGNS AND PAVEMENT MARKING IS TO BE IN ACCORDANCE WITH THE QUEENSLAND TRANSPORT MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (CURRENT EDITION). 5 PEARL STREET, COOROY
11. CONTRACTOR TO NOTIFY THE SUPERINTENDENT OF ANY UNSUITABLE FOUNDING MATERIAL WITHIN DRAINAGE TRENCH OR STORMWATER STRUCTURES AND AWAIT DIRECTION PRIOR TO 2. SIGNS
LAYING OF PIPES. 2.1. ALL SIGNS TO BE REFLECTORISED CLASS 1 TO AS1906.1:2007 UNLESS NOTED OTHERWISE.
12. TRENCH BACKFILL UNDER PAVEMENT TO BE COMPACTED TO 100% STANDARD DRY DENSITY (AS1289 5.1.1) IN LAYERS NOT EXCEEDING 150mm OF CBR 15 MATERIAL OR APPROVED 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 TITLE
EQUIVALENT. TRENCH BACKFILL IN ROADS TO BE MINIMUM CBR15 MATERIAL UP TO ROAD SUBGRADE LEVEL. MOUNTABLE KERB 500 FROM FACE OF KERB.
2.3. PARKING CONTROL SIGNS TO BE MOUNTED TO FACE APPROACHING TRAFFIC AT 45° TO KERB OR CARRIAGEWAY EDGE. ALL OTHER SIGNS TO BE TURNED AWAY BY 5° FROM THE
13.
14.
ALL STORMWATER GRATES/LIDS WITHIN TRAFFICABLE AREAS TO BE CLASS "D" IN ACCORDANCE WITH AS3996.
ALL GRATES AND LIDS SHALL SIT FLAT WITH ITS SURROUND AND NOT BE LOOSE OR MOVE UNDER WHEEL LOADS. NORMAL TO APPROACHING HEADLIGHT. ROADWORKS AND
3. SIGN SUPPORTS
15. ALL STORMWATER STRUCTURES TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT SPECIFICATION, AND LOCAL AUTHORITY GUIDELINES AND SPECIFICATIONS. WHERE STRUCTURES
EXCEED MAXIMUM DEPTH AS IDENTIFIED WITHIN STANDARD DRAWINGS THE CONTRACTOR WILL ENSURE AN ADEQUATE STRUCTURAL DESIGN IS UNDERTAKEN FOR THE SUBJECT 3.1. SLEEVED SIGNS SUPPORTS ARE TO BE PROVIDED IN ALL AREAS WHERE THEY ARE IN A PAVED SURFACE. DRAINAGE LAYOUT PLAN
STRUCTURE TO BE CONSTRUCTED TO. 4. LINEMARKING
16. CONTRACTOR TO ENSURE ALL MANHOLE STRUCTURES COMPLY WITH THE MAXIMUM DEPTH SPECIFIED IN THE PROJECT SPECIFICATION OR LOCAL AUTHORITY FROM FINISHED SURFACE 4.1. REDUNDANT LINEMARKING IS TO BE GROUND OFF.
LEVEL TO UNDERSIDE OF ROOF SLAB. ANY NON CONFORMANCE IS TO BE RECTIFIED AT THE CONTRACTORS EXPENSE. 4.2. THERMOPLASTIC LINEMARKING TO BE USED FOR ALL CONCRETE.
17. ALL FOOTPATHS TO BE CONSTRUCTED IN ACCORDANCE WITH ARCHITECTURAL/LANDSCAPING DRAWINGS AND RELEVANT AUTHORITY STANDARD DRAWINGS AND SPECIFICATIONS. PROJECT NO. DRAWING NO. STATUS
FOOTPATHS TO BE CONSTRUCTED WITH MAXIMUM 2.5% CROSSFALL. SHOULD CONSTRUCTED FOOTPATHS EXCEED 2.5% CROSSFALL, THE CONTRACTOR WILL BE REQUIRED TO RECTIFY
BY REMOVING AND REPLACING AT THEIR COST. 21011 C30 OPW
18. WHERE A STORMWATER DRAINAGE TRENCH HAS BEEN CONSTRUCTED LONGITUDINALLY IN THE ROAD, THEN THE FINAL PAVEMENT SURFACE REPAIR WIDTH IS TO MATCH THE EXISTING
LANE WIDTH AND TERMINATE 50mm CLEAR OF THE ROAD CENTERLINE OR LANE LINE LINEMARKING TO ALLOW FOR THE BITUMEN EMULSION JOINT SEAL. REINSTATEMENT OF SURFACE DRAWN DESIGNED SCALE ISSUE
MVP BRP 1:200 D
Page 31
ROOF DOWNPIPE CONNECTION TO
OP WORKS
HYDRAULIC ENGINEERS SPECIFICATIONS
ISSUE
100Ø HIGH FLOW OUTLET
EXTENDED DETENTION
LOW FLOW JUNCTION WITH SCREW CAP DETAIL
DEPTH VARIES
5,000L SLIMLINE RAINWATER TANK
PLANTING SPECIES TO PROVIDE EFFECTIVE ORIFICE PLATE DISK LEGEND
WITH 25mm ORIFICE
MAINTENANCE HATCH REMOVAL OF NUTRIENTS. PLANT VARIETIES
SECURE CAPPED END AND PLANTING DENSITIES TO ARCHITECTURAL
WITH SCREWS SPECIFICATIONS ATTENUATION VOLUME
HIGH FLOW TANK WALL
OUTLET
600x600 RAISED GRATE
FIELD INLET PIT S.L. RETENTION LEVEL
SCREW ON
MAX ACCESS CAP
1 IN 4 EXTEND GEOFABRIC 500MM
AND PIN UNDER TOPSOIL
RAINWATER REUSE VOLUME
SANDY LOAM FILTER MEDIA - OUTLET TO ORIFICE DISK TO BE GLUED
DEPTH VARIES DRAINAGE INSIDE JUNCTION. uPVC
(0.45MM AVERAGE PARTICLE SIZE) NETWORK OUTLET FROM TANK TO BUTT
UP AGAINST ORIFICE DISK
100MM COARSE SAND
TRANSITION FILTER MEDIA
DETAIL B - RAINWATER ATTENUATION TANK
(NOMINAL SIZE 0.5 - 2MM)
PROVIDE PROVIDE SUBSOIL DRAIN AT
END CAP MIN 0.5% GRADE TO PIT NOMINAL 200MM GRAVEL CONSTRUCT NEW M1 KERB
DRAINAGE LAYER AS PER IPWEA STD DWG
BIDIM A34 GEOFABRIC OR SIMILAR (FINE AGG., NOMINAL SIZE 2 - 5MM) RS-080
SAW CUT 150MM INTO 800MM
SUBSOIL DRAIN CLEANOUT TO BE WRAPPED AROUND
EXISTING SURFACE GRADE SURFACE TO
(NON-SLOTTED PVC) AND 135° WALLS AND BASE OF FILTER MEDIA 650MM MATCH TO KERB
ELBOW CONNECTOR
DETAIL A - TYPICAL BIORETENTION GARDEN WITH SATURATED ZONE
EXISTING SEAL
EXISTING PAVEMENT
NEW SUB-BASE COURSE
BIORETENTION GARDEN NOTES
WIDEN PAVEMENT AND
1. FILTRATION MEDIA TO BE IIN ACCORDANCE WITH THE FAWB GUIDELINES FOR SOIL FILTER MEDIA IN SURFACING BY 650MM
BIORETENTION SYSTEMS, WATER BY DESIGN BIORETENTION TECHNICAL DESIGN GUIDELINES AND AS4419 - WIDE AND MAKE SMOOTH 150MM 150MM
SOILS FOR LANDSCAPING AND GARDEN USE. : JOIN TO EXISTING
1.1. SATURATED HYDRAULIC CONDUCTIVITY: 200MM/HR PREFERRED
1.2. PH: 5.5-7.5
1.3. ELECTRICAL CONDUCTIVITY : <1.2 dS/m DETAIL C - KERB AND CHANNEL TIE IN
1.4. NITROGEN CONTENT <800mg/kg
1.5. PHOSPHOROUS CONTENT <40mg/kg
1.6. ORGANIC CONTENT 3%-10%
SAW CUT 150MM INTO 30MM AC14 ASPHALT
1.7. PARTICLE SIZE DISTRIBUTION Clay & silt 3 - 6% (<0.05 mm)
EXISTING SURFACE AND MAKE SMOOTH JOIN TO
Very fine sand 5 - 30% (0.05 -0.15 mm)
MAKE SMOOTH JOIN EXISTING TABLE DRAIN
Fine sand 10- 30% (0.15 - 0.25mm)
Medium to coarse sand 40- 60% (0.25 - 1.0 mm)
Coarse sand 7 - 10% (1.0 - 2.0mm) REPLACE WIDTH OF LANE
Fine gravel <3% (2.0 - 3.4%) EXISTING SEAL
2. FILTER MEDIA MUST BE FREE OF WEEDS AND PROPAGATES.
3. MEDIA SHALL BE INSTALLED AND COMPACTED LIGHTLY IN TWO LIFTS FOR DEPTHS OVER 500mm EXISTING PAVEMENT
4. THE TOP SURFACE OF EACH LAYER OF MEDIA SHALL BE FREE OF LOCALISED DEPRESSIONS TO ENSURE
EVEN DISTRIBUTION OF STORMWATER AVOIDING LOCALISED PONDING
5. TRANSITION LAYER TO BE COARSE SAND OF TYPICALLY 1mm PARTICLE SIZE DIAMETER WITH <2% FINES
AND SIZED TO ENSURE D15 (TRANSITION LAYER) < 5 X D85 (FILTER MEDIA)
6. DRAINAGE LAYER TO BE COMPRISED OF FINE GRAVEL OF NOMINAL 2mm-5mm WITH <2% FINES AND
150MM
MINIMUM SATURATED HYDRAULIC CONDUCTIVITY OF 400mm/hr. PARTICLE SIZE DISTRIBUTION TO ENSURE 250MM MIN COMPACTED ROAD BASE
D15 (DRAINAGE LAYER) < 5 X D85 (TRANSITION LAYER) OR MATCH TO EXISTING DEPTH
7. A MINIMUM OF 50mm AGGREGATE TO COVER PERFORATED UNDERDRAINAGE PIPES
8. UNDERDRAINAGE TO BE SLOTTED RIGID PIPE (HDPE OR SIMILAR) WITHOUT SOCK OR GEOFABRIC. SLOT
WIDTH OF UNDERDRAINAGE TO BE LESS THAN 2mm. 450MM Ø RCP STORMWATER PIPE
9. ALL JUNCTIONS AND CONNECTIONS TO BE APPROPRIATELY SEALED WITH GROUT OR WATERPROOF SEAL COMPACTED CRUSHED ROCK
10. IMPERMEABLE LINERS (WHERE SPECIFIED) MAY INCLUDE CLAY, GEOSYNTHETIC BENTONITE CLAY LINERS BACKFILL (MAX 75MM, NON-PLASTIC
OR HIGH DENSITY POLY ETHYLENE (HPDE) LINERS, INSTALLED TO MANUFACTURERS SPECIFICATIONS. THE SIZE OPEN GRADED MATERIAL)
LINER MUST BE KEYED INTO THE BATTERS AND TO THE EMBANKMENTS, AND SEALED AROUND 200MM
200MM
PROTRUSIONS SUCH AS OUTLET PIPES.
11. PERMEABLE LINERS (WHERE SPECIFIED) MUST BE USED TO LINE THE OUTSIDE OF THE BIORETENTION 100Ø PERFORATED PE PIPE STUB WITH
SYSTEM. THE LINER MUST EXTEND AT LEAST 500mm BEYOND THE TOP OF THE SIDES, MUST BE KEYED END CAP. EXTEND 1M UPSTREAM
INTO THE BATTERS AND COVERED BY AT LEAST 200MM OF TOP SOIL. FROM PITS AND MANHOLES.
PIPE BEDDING AND EMBEDMENT
IN 5MM OR 10MM SCREENINGS
100MM
03/11/21 ADDITIONAL DETAILS BRP
DETAIL D - STORMWATER TRENCH UNDER ROAD 06/10/21 ISSUE FOR OP WORKS - MVP
DATE REVISION MARK CHK
30mm THICK AC14
PROJECT ENGINEER
ASPHALT SURFACE
TYPE M1 LAYBACK KERB WITH PRIME COAT
175mm N32 CONCRETE WITH
SAW CUT BITUMEN 25mm THICK ASPHALT
SL72 REINFORCEMENT
SURFACING SURFACE WIDENING
WIDTH VARIES
300MM 650MM
TYPE 2.3 MATERIAL TO
MATCH EXISTING
PAVEMENT DEPTH E [email protected]
A 37 MARY ST NOOSAVILLE, QLD
SAND BLINDING CONCRETE EDGING 250MM TYPE 2.1 BASE P +61 7 5211 1003
LAYER 50MM MAX COURSE MATERIAL TO BE
COMPACTED IN 2 LAYERS CLIENT
DETAIL E - DRIVEWAY CROSSOVER 4CD DEVELOPMENTS
DETAIL F - TYPICAL INTERNAL PAVEMENT SECTION
PROJECT
THE BELVEDERE ON PEARL
JOINT TO BE EITHER TOOLED
JOINTS SAW CUT 1 SEALANT
5 PEARL STREET, COOROY
3 DEPTH X 6 FOR STEEL MESH REINFORCE CONCRETE, SL
WIDE OR APPROVED 72 MESH CENTRALLY LOCATED IN SLAB,
PROPRIETARY MECHANICAL WITH 50 MIN BOTTOM COVER LAP
JOINT. SL72 MESH
CENTRAL. MESH 400 ELSEWHERE. TITLE
PROPRIETARY JOINT SEAL CAP OR POLYURETHANE
40MM 40MM
SEALANT. ROADWORKS AND
40MM 40MM
DRAINAGE DETAILS
SL72 MESH CENTRAL
PROJECT NO. DRAWING NO. STATUS
PROPRIETARY PRESSED KEY
CUT EVERY SECOND WIRE AND
DEPRESS REINFORCING TO
10 COMPRESSIBLE FILLER JOINT TO SUIT SLAB THICKNESS
21011 C31 OPW
MATERIAL FOR FULL
MAINTAIN COVER.
DEPTH.
DRAWN DESIGNED SCALE ISSUE
DETAIL G - SAW CUT JOINT (SJ) DETAIL H - EXPANSION JOINT (EJ) DETAIL I -CONTROL JOINT(CJ)
CONTROL JOINT
MVP BRP NTS B
Page 32
EXISTING SITE CATCHMENT AREAS
OP WORKS
ISSUE
LEGEND
DRAINAGE PIPE
EXISTING CATCHMENT AREAS DRAINAGE PIT
FRACTION
C1 CATCHMENT AREA (Ha) JUNCTION PIT
IMPERVIOUS (%)
BIORETENTION AREA
C1 0.030 50.0
C2 0.166 18.9 ATTENUATION TANK
C2 C3 0.004 100.0 EXTERNAL CATCHMENT
C4 0.028 18.8 INTERNAL CATCHMENT
E1 0.054 20.2 CATCHMENT DRAINAGE
DIRECTION
E2 0.092 20.6
E3 0.144 54.2
E4 0.020 100.0
E1
C4
E4
C3
E2
E3
DEVELOPED SITE CATCHMENT AREAS
C9 C12
DEVELOPMENT CATCHMENT AREAS
FRACTION
CATCHMENT AREA (Ha)
C1 C2 C3 IMPERVIOUS (%)
C1 0.017 100.0
C2 0.020 100.0 03/11/21 GRAVITY DRAINAGE LAYOUT MVP
C3 0.028 100.0 06/10/21 REVERT DRAINAGE TO ORIG LAYOUT - MVP
C6 C4 0.017 100.0
17/08/21
DATE
ISSUE FOR OP WORKS
REVISION
-
MARK CHK
MVP
C11 C5 0.017 100.0 PROJECT ENGINEER
C6 0.035 37.5
C7 C7 0.003 0.0
C8 0.010 0.0
E1 C9 0.019 0.0
E [email protected]
C4 C5 C10 0.017 90.4 A 37 MARY ST NOOSAVILLE, QLD
C11 0.037 54.7 P +61 7 5211 1003
C12 0.008 0.0 CLIENT
E1 0.044 20.4 4CD DEVELOPMENTS
E4 E2 0.067 29.3 PROJECT
C10 THE BELVEDERE ON PEARL
E2 E3 0.037 76.9
C8 E4 0.020 100.0 5 PEARL STREET, COOROY
E5 0.033 23.1 TITLE
E5 E6 0.018 33.2 STORMWATER CATCHMENT
E7 0.082 51.5 PLAN
E8 0.001 100.0
E6 PROJECT NO. DRAWING NO. STATUS
E3 E7 21011 C32 OPW
E8 DRAWN DESIGNED SCALE ISSUE
BRP BRP 1:200 C
Page 33
OP WORKS
ISSUE
LEGEND
1/A 2/A 3/A 4/A 5/A 2/E 1/D 2/D 5/A 1/E 2/E 3/E 4/E 2/EX
225Ø SEWER INVERT AT
APPROX 104.04M AHD TELSTRA LINE AT
MIN 380MM CLEARANCE. 0.75M DEPTH
PROVIDE CONCRETE 225Ø SEWER INVERT AT APPROX
1% AEP HGL 340MM VERTICAL
ENCASEMENT AS NECESSARY 104.32 AHD. 500MM VERTICAL
CLEARANCE TO SW
CLEARANCE. CONTRACTOR TO
CONFIRM DEPTH ON SITE.
300Ø WATER MAIN. DEPTH
UNKNOWN, CONTRACTOR TO
LOCATE AND SITE AND ENSURE
MINIMUM CLEARANCE OF
300MM 300Ø WATER MAIN. DEPTH
UNKNOWN, CONTRACTOR TO
LOCATE ON SITE AND ENSURE
MINIMUM CLEARANCE OF 300MM
03/11/21 ISSUE FOR OP WORKS - MVP
DATE REVISION MARK CHK
PROJECT ENGINEER
DATUM RL 98.00 98.00 98.00
COVER (& NATURAL SURFACE) LEVEL 105.70 (107.15) 105.95 (105.99) 105.84 (105.73) 105.60 (105.43) 106.07 (105.97) 104.27 (106.52) 105.97 (106.32) 105.97 (106.64) 105.97 (105.97) 106.93 (106.94) 104.27 (106.52) 106.60 105.91 105.75 (105.76)
DEPTH TO INVERT 0.60 1.03 1.05 1.00 1.02 0.86 0.88 1.55 1.57 -0.03 0.03 0.77 0.93 0.95 1.39 1.47 0.77 -0.02 0.03 2.38 2.94 2.59 2.61 2.54 2.58
HYDRAULIC GRADE LINE 105.70 105.69 105.54 105.51 105.42 105.41 105.38 105.33 105.28 105.25 105.04 105.74 105.73 105.60 105.54 105.28 105.25 106.25 105.04 105.02 104.89 104.37 104.28 104.11 103.97 E [email protected]
A 37 MARY ST NOOSAVILLE, QLD
INVERT LEVEL 105.10 104.92 104.90 104.84 104.82 104.74 104.72 104.52 104.50 104.30 104.24 105.20 105.04 105.02 104.58 104.50 106.16 104.29 104.24 104.22 103.66 103.32 103.30 103.21 103.17
P +61 7 5211 1003
PIPE CHAINAGE 0.00 31.71 42.38 57.01 84.76 100.39 0.00 11.06 38.69 0.00 29.68 32.48 82.31 99.08
CLIENT
PIPE LENGTH L=31.71 L=10.67 L=14.63 L=27.75 L=15.62 L=11.06 L=27.63 L=29.59 L=2.81 L=49.83 L=16.77
PIPE SIZE (mm) 225 300 375 450 450 225 300 375 450 450 450 4CD DEVELOPMENTS
PIPE GRADE (%) 0.57% 0.56% 0.55% 0.72% 1.28% 1.45% 1.59% 6.33% 0.71% 0.68% 0.54%
PROJECT
Q - PIPE FLOW (L/s) Q=30 Q=83 Q=95 Q=133 Q=216 Q=31 Q=84 Q=69 Q=293 Q=293 Q=293
THE BELVEDERE ON PEARL
5 PEARL STREET, COOROY
TITLE
STORMWATER DRAINAGE
LONGSECTIONS
1 OF 2
PROJECT NO. DRAWING NO. STATUS
21011 C35 OPW
DRAWN DESIGNED SCALE ISSUE
BRP BRP NTS A
Page 34
OP WORKS
ISSUE
LEGEND
1/B 3/A TANK 1/C 2/A TANK 1/C TANK 4/A TANK 1/A 1/EX 2/EX 3/EX
ATTENUATION PORTION
ONLY OF TANK. REUSE
PORTION ASSUMED FULL
ATTENUATION PORTION INFLOWS FROM
ONLY OF TANK. REUSE UPSTREAM CATCHMENT
ATTENUATION PORTION PORTION ASSUMED FULL ESTIMATED AT 6.7Ha
ONLY OF TANK. REUSE ATTENUATION PORTION
PORTION ASSUMED FULL ONLY OF TANK. REUSE
PORTION ASSUMED FULL
1% AEP HGL
03/11/21 ISSUE FOR OP WORKS - MVP
DATE REVISION MARK CHK
PROJECT ENGINEER
DATUM RL 98.00 98.00 99.00 98.00 99.00 97.00
COVER (& NATURAL SURFACE) LEVEL 106.95 (105.95) 105.95 (105.92) 105.95 (105.99) 106.90 (105.87) 105.95 (105.92) 106.30 (105.56) 105.60 (105.43) 106.70 (106.96) 105.70 (107.15) 105.75 (105.82) 105.75 (105.76) 105.30
106.07 (106.30) 105.84 (105.73) E [email protected]
DEPTH TO INVERT 0.74 0.94 1.02 1.00 0.55 0.57 0.97 1.05 1.00 0.55 0.57 0.50 0.85 0.88 0.70 0.60 1.18 1.18 2.58 2.55 A 37 MARY ST NOOSAVILLE, QLD
106.34 106.24 105.65 105.54 105.51 106.87 106.35 105.65 106.15 106.04 105.38 105.33 106.63 106.61 105.70 105.69 105.75 105.25 105.22 103.97 103.47 P +61 7 5211 1003
HYDRAULIC GRADE LINE 105.47 105.39 105.42 105.41 104.11
CLIENT
INVERT LEVEL 105.33 104.91 104.82 105.95 105.40 105.39 104.98 104.90 105.90 105.40 105.39 105.80 104.75 104.72 106.00 105.10 104.57 104.57 103.17 102.75
PIPE CHAINAGE 0.00 10.41 0.00 1.92 17.56 0.00 1.91 0.00 6.82 0.00 11.72 0.00 2.87 52.06 4CD DEVELOPMENTS
PIPE LENGTH L=10.41 L=1.92 L=15.64 L=1.91 L=6.82 L=11.72 L=2.87 L=49.19 PROJECT
PIPE SIZE (mm) 225 90 225 90 90 90 1800x750 1350
28.62% 2.61% 26.14% 15.4% 7.68% 0.05% 0.85%
THE BELVEDERE ON PEARL
PIPE GRADE (%) 4%
Q - PIPE FLOW (L/s) Q=16 Q=16 Q=50 Q=21 1Q=14
in 6.5 1Q=12
in 13 1 Q=2986
in 1985.5 Q=3279 5 PEARL STREET, COOROY
TITLE
STORMWATER DRAINAGE
LONGSECTIONS
2 OF 2
PROJECT NO. DRAWING NO. STATUS
21011 C36 OPW
DRAWN DESIGNED SCALE ISSUE
BRP BRP NTS A
Page 35
6002 OP WORKS
ISSUE
6451
6451
6451
Unit 3 Parking Space Unit 7 Parking Space Unit 5 Parking Space
Representative of Units 1 to 4 Representative of U6 to U7
03/11/21 UPDATED DETAILS - BRP
08/07/21 ISSUED FOR OP WORKS - BRP
02/07/21 ISSUED FOR OP WORKS - 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
4CD DEVELOPMENTS
PROJECT
SETBACK 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 C
Page 36
Example ESC Defect Documentation
Template
Page 22 of 26
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 37
Date defect Defect description Cause of defect Proposal to Defect Repair implemented
identified mitigate cause repair date
Page 23 of 26
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 38
Ecosol Litter Basket Technical Specification
Page 24 of 26
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 39
Ecosol™ Litter Basket
Technical Specification
environmentally engineered
for a better future
URBAN ®
ASSET SOLUTIONS
Page 40
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
URBAN ®
ASSET SOLUTIONS
Page 1
Page 41
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.
URBAN ®
ASSET SOLUTIONS
Page 2
Page 42
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.
URBAN ®
ASSET SOLUTIONS
Page 3
Page 43
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.
URBAN ®
ASSET SOLUTIONS
Page 4
Page 44
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
URBAN ®
ASSET SOLUTIONS
Page 5
Page 45
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.
URBAN ®
ASSET SOLUTIONS
Page 6
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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.
URBAN ®
ASSET SOLUTIONS
Page 7
Page 47
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 ®
ASSET SOLUTIONS
Page 8
Page 48
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.
URBAN ®
ASSET SOLUTIONS
Page 9
Page 49
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.
URBAN ®
ASSET SOLUTIONS
Page 10
Page 50
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.
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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.
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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.
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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.
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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]
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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
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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.
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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 ®
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Page 58
Bioretention Inspection Checklist
Page 25 of 26
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 59
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 26 of 26
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 60
a G STRATEGIC STRATEGIC SOLUTIONS, CREATIVE THINKING rgstrategic.com.au
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