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Full text of sections 2 to 26 (of 71)
Section 2
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Document prepared by:
RECOR Pty Ltd
ABN 89 647 469 707
75 Noosa Drive
Noosa Heads, QLD 4567
Australia
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Document control
Report title Stormwater Management Plan
Document code 20210153-SWMP01 Project number 20210153
File path C:\12dS\data\RecorSYN\20210153 45 Maple St_244\03 Engineering\00
Report\Stormwater\RECOR Preliminary Stormwater Management Report - 20210153.docx
Client Mark Melville c/- Push
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 31/03/2022 Initial Version B. Parry N. Wagstaff
1 04/05/2023 RFI Revision B. Parry B. Parry
Current revision 1
Approval
Author signature Approver signature
Name B. Parry Name B. Parry
RPEQ: 28084
Title Civil Engineer Title Civil Engineer
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Section 3
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Section 4
Contents
Introduction..........................................................................................................................................5
Site Details ...........................................................................................................................................7
2.1. Existing Site Description ...................................................................................................................... 7
2.2. Existing Drainage Patterns .................................................................................................................. 7
2.3. Proposed Development Drainage Pattern ......................................................................................... 8
2.4. Flood Considerations ........................................................................................................................ 10
Stormwater Quantity ......................................................................................................................... 11
3.1. Pre-Post Comparison ....................................................................................................................... 11
3.1. Rainwater Reuse ............................................................................................................................... 14
Stormwater Quality ........................................................................................................................... 15
4.1. Construction Phase ........................................................................................................................... 15
4.2. Operational Phase ............................................................................................................................ 16
Conclusion ........................................................................................................................................ 22
Appendices
Appendix A
Proposed Concept Plans
Appendix B
DRAINS Modelling Parameters & Results
Appendix C
Bioretention Inspection Checklist
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Section 5
INTRODUCTION
RECOR has been engaged to prepare a Stormwater Management Report to accompany a
development application for a Residential Development consisting of 11 units for NDIS
accommodation.
This report investigates 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.
The report and revised plan set attached include updates to address the concerns raised by
Council with respect to stormwater management in their Information Request dated 17/02/23 (Ref:
MCU23/0007 | RAL 23/0001), including:
Earth Bank Discharge
3. Provide additional detail demonstrating where and how the runoff from the proposed
Earth Bank will discharge. The additional detail must be prepared by a suitably qualified
person (RPEQ – Registered Professional Engineer of Queensland).
Stormwater Discharge
6. Provide an amended Stormwater Management Plan that demonstrates how stormwater
collected on-site will be controlled, collected, and released without causing scour
damage to neighbouring properties or creating trip hazards for pedestrians. The
additional detail must be prepared by a suitably qualified person (RPEQ – Registered
Professional Engineer of Queensland) and include, but not be limited to:
a. provide comment on the water quality of the stormwater collected in proposed
stormwater line ‘D’ that bypasses the bioretention swale;
b. demonstrate the lid type of proposed stormwater structure 1/A and how the structure
will be constructed to avoid trip hazards in the road reserve; and
c. demonstrate that the existing services along the Myall Street frontage will not be
impacted by proposed stormwater lines 2/A – 1/A and 1/A – EX/A (including vertical
clearances).
Stormwater Quality
7. Provide updated plans, SWMP and MUSIC model which only applies nutrient removal
rates for proprietary products if they have been verified through SQIDEP
8. Provide survey of the downstream existing pit in Myall St in order to demonstrate that the
bioretention sub-soil drains can freely discharge.
Sustainable Building Design Code
9. Provide updated plans and a SWMP which incorporates rainwater collection and reuse at
the site, sufficient to supply external non-potable fixtures such as communal landscape
irrigation and bin washdown
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Section 6
The stormwater query raised during SARA referral (Ref 2301-33112 SRA) has also been
addressed within this report.
1. To ensure compliance with PO8-PO114 of State code 1, provide an amended
stormwater management plan, or other material, that demonstrates how stormwater will
be managed, including any external catchments, to achieve a no material worsening
impact onto the State-controlled road.
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Section 7
SITE DETAILS
2.1. Existing Site Description
The existing site is made up of 4 Lots: Lot 15 C 5605, Lot 1 RP 99323, and Lot 2 RP 99323 with frontage
to Maple Street, and Lot 18 C 5605 fronting Myall Street. The existing site contains two dwellings and
two sheds and the lots cover a combined area of 3,118m². This area is to be reconfigured into two
new lots, consisting of a lot containing the existing dwelling on Maple Street, which is to be retained,
and the remaining lot which is proposed for the development. Refer to the Town Planning report for
details of this reconfiguration.
The subject land falls typically east towards Myall Street at grades varying across the site. Towards
the eastern frontage, the site slopes at approximately 10%. To the south-west of the site fronting
Maple Street, the ground slopes at between 4% to 6%, while the north-western corner of the site has
typically level grades of around 1%.
2.2. Existing Drainage Patterns
The run-off from the site typically drains as overland surface flows towards the eastern frontage of the
site. Within Lot 15 C 5605, Lot 1 RP 99323, and Lot 2 RP 99323 a small channel was observed which
appears to convey roof run-off from a downpipe of the existing building towards a dilapidated
drainage line falling towards Maple Street however the outlet into the kerb and gutter system was
blocked with dirt upon inspection, and it is unlikely that the outlet remains operational with water
expected to backup and discharge as overland run-off.
Two existing field pits were identified in the survey on Lot 18 C 560, and several stormwater outlet
points were observed to discharge from the retaining wall on the property boundary with Myall Street
outletting directly into the verge. Roof run-off from the building is also understood to discharge via
these outlets.
The surface run-off will drain towards the east into Myall Street, where a downstream kerb inlet pit is
the nearest stormwater infrastructure and currently point of collection for the existing run-off.
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Section 8
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2021)
2.3. External Catchments
Topographic data for the region shows that the site receives runoff from an existing dwelling located
at 47 Maple Street which falls east towards the proposed development site. The run-off is conveyed
as surface run-off which discharges to Myall Street under the existing conditions. It is proposed that
this surface run-off will be captured within the drainage system developed for the site to prevent the
surface run-off causing nuisance flows within the development. The run-off will then be discharged
into Myall Street in a manner consistent with the existing drainage patterns.
2.4. Proposed Development Drainage Pattern
2.4.1 Stormwater Concept
Stormwater run-off from the site will be managed through a combination of rainwater reuse,
stormwater detention tanks and an end of line bioretention swale to treat run-off from the
development prior to discharge from the site into the legal point of discharge for the development,
being the Myall Street road reserve.
Stormwater drainage lines will be installed to captured surface run-off from the driveway and
hardstand areas throughout the proposed development area.
Roof water from the new buildings is to be drained via downpipes into a 50kL rainwater reuse tank.
The tank will be connected to internal non-potable internal and external demands. Overflows from
the reuse tank will be diverted through a stormwater detention area with a further 50kL of attenuation
storage that is used to reduce the overall developed site flows to pre-development levels.
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Run-off from the drainage network and the attenuated outflows from the detention area will be
discharged through a bioretention swale along the south-eastern boundary of the development,
allowing for treatment of all flows from the development prior to discharge from the site. Under
extreme events, the swale also provides an overland flow path for larger storm events to discharge
from the site. The treated run-off will be collected by subsurface drainage and an inlet within the
garden to capture flows in excess of the extended detention depth. The drainage line discharging
from the bioretention area will be piped within Myall Street with new connection into the existing
kerb inlet pit downstream of the development.
The run-off from the reconfigured lot which retains the existing dwelling will be directed towards a
drainage pit at the rear of the dwelling. Similarly, the existing run-off from the upstream catchment
within the adjacent property will be collected by the proposed stormwater line. The pit will be
conveyed through the stormwater network for the remainder of the site and discharged into Myall
Street. As the proposed attenuation measures restrict stormwater quantity peak flows from the
development to existing levels, and the external catchment is not modified by the proposed
development there is considered to be no worsening to the downstream network within the state
controlled Myall Street to which the site will discharge and therefore sufficient capacity is available to
service the development.
The roof, reuse and allotment drainage systems 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.
Refer to Appendix A Proposed Concept Plan for the proposed stormwater drainage layout plan
illustrating the concept described above.
2.4.2 Stormwater Catchments
The stormwater catchments for the proposed development are provided within the design plans
contained within Appendix A Proposed Concept Plan.
2.4.3 Lawful Point of Discharge
The existing site naturally to the south east towards it’s Myall Street Frontage. A number of drainage
outlets within the retaining wall along the eastern frontage currently discharge the roof run-off and
groundwater from the existing dwelling into the verge where it will flow into the kerb and gutter
drainage system of Myall Street.
The lawful point of discharge test, as described in Section 3.9.1 of QUDM, requires:
• The development does not change the flow characteristics leaving the site; or
• The proposed development will not alter the sites stormwater discharge in a way that may
substantially damage a third-party property; or
• The location of the discharge from the site is under lawful control of the government or
other statutory authority from whom permission to discharge has been received; or
• An authority to discharge has been obtained.
Modelling for peak flow attenuation has ensured that the site peak run-off rates will not exceed the
pre-development site conditions as discussed in Section 3 Stormwater Quantity. The development
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Section 10
is therefore able to achieve a lawful point of discharge into the Myall Street drainage system, as the
flow characteristics leaving the site are not altered in a way that would substantially impact or
damage third party property.
2.5. Flood Considerations
Review of the Noosa Shire Council Intramaps flood layers including the Flood Hazards Overlay has
identified that the site is located outside of any flood or inundation areas within the locality indicating
it is not expected that that the proposed development will be subject to flooding.
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Section 11
STORMWATER QUANTITY
3.1. Pre-Post Comparison
The site has been modelled using the DRAINS software to model the peak flow hydrology off the site.
In accordance with ARR2019, an Initial Loss-Continuing Loss (IL-CL) model has been used to assess
the proposed development against the ensemble of storm temporal patterns for the East Coast North
region.
The loss parameters and temporal patterns have been imported from the ARR Datahub, and rainfall
intensities have been imported from the Bureau of Meteorology IFD rainfall data allowing for a 20%
increase to rainfall depths to account for future climate change patterns.
The parameters obtained from the Australian Rainfall and Runoff (ARR) Data Hub for the location
and the rainfall IFD data obtained from the Bureau of Meteorology have been imported into Drains
to generate the storm events. The models have been run using the ensemble of storm events for
1EY, 50%, 0.2EY, 10%, 5%, 2% and 1% Annual Exceedance Probability (AEP) for durations from 1
minutes to 24 hours to determine the critical storm duration and the mean peak flowrate from the
storms. Refer to Appendix B DRAINS Modelling Parameters & Results for further details of the
parameters used in the modelling.
As identified in the Noosa Shire Council Works Code, climate change impacts are to be accounted
for in the stormwater modelling. Discussions with Council have indicated that a 20% increase to the
Bureau of Meteorology rainfall data will provide an acceptable allowance, therefore a climate
change factor of 1.2 has been applied to the BOM data to account for this.
The model used to represent the development is shown below in Figure 3.1 – DRAINS model layout.
Figure 3.1 – DRAINS model layout
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The configuration of the catchment areas for pre-development, external catchment and post-
development areas are shown in Figure 3.2 – DRAINS Pre-development catchment, Figure 3.3 –
DRAINS External catchment and Figure 3.4 – DRAINS Post-development catchment respectively.
Figure 3.2 – DRAINS Pre-development catchment
Figure 3.3 – DRAINS External catchment
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Section 13
Figure 3.4 – DRAINS Post-development catchments
The results of the modelling against the range of design storms for the development under the
existing and proposed development conditions are shown in Table 3.1 Existing and proposed
unmitigated site peak discharge rates. The external catchment is included in these figures to assess
the overall impact to the receiving system in Myall Street.
Table 3.1 Existing and proposed unmitigated site peak discharge rates
Maple Street
Qchange
A.E.P Qexisting Qproposed Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.058 0.087 0.029 50%
50% 0.068 0.100 0.032 47%
0.2 EY 0.125 0.151 0.026 21%
10% 0.156 0.177 0.021 13%
5% 0.192 0.208 0.016 8%
2% 0.235 0.241 0.006 3%
1% 0.262 0.270 0.008 3%
As expected, the site has increased the total peak flows from the site for all storm events. Attenuation
storage will be required to mitigate the outflows to ensure that the development does not exceed
the predevelopment levels at the downstream receiving environment.
The mitigated post-development model splits the catchment into a roof area, which drains to an on-
site detention (OSD) area, and the remainder of the site being treated through the bioretention area.
An iterative process was used to determine a suitable configuration of storage volume, low-flow, and
high flow pipe outlets for the OSD to deliver the required reduction of the flow rates from the site.
Conceptually, the OSD has been represented as rainwater tanks, however the final configuration of
the OSD is to be developed as part of an operational works approval.
The result of the iterative sizing process determined that the OSD storage will need to provide an
attenuation capacity of 50m³ for the proposed roof areas, and the maximum possible roof area is to
be plumbed to the tank. A low flow outlet consisting of a 55mm orifice plate is to be provided the
base of the tank, and a 150mm high flow outlet located at 1.8m above the base of the tank of the
tank provides discharge for larger storm events.
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Section 14
The bioretention area has been modelled based on the sizing determined through MUSIC modelling
to deliver the required stormwater quality improvements. A 20m² area is modelled with two low flow
100mm diameter slotted ag pipe at the base of the garden, and the inlet pit operating as a weir inlet
overflow route. A 1m media filter depth and 200mm drainage layer are modelled with a typical
porosity of 0.3, along with the extended detention depth of 200mm which provides the storage
capacity for the bio-garden.
Using this mitigated development model, the proposed developed flows were again compared to
the existing state as shown below in Table 3.2 Existing and proposed mitigated site peak discharge
rates.
Table 3.2 Existing and proposed mitigated site peak discharge rates
Maple Street
Qchange
A.E.P Qexisting Qmitigated Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.058 0.047 -0.011 -19%
50% 0.068 0.057 -0.011 -16%
0.2 EY 0.125 0.102 -0.023 -18%
10% 0.156 0.129 -0.027 -17%
5% 0.192 0.16 -0.032 -17%
2% 0.235 0.197 -0.038 -16%
1% 0.262 0.218 -0.044 -17%
As the total peak flows are equal to or below the existing site conditions, the proposed OSD area will
provide the mitigation required for the peak flow storm events from the development.
Myall Streets is proposed as the lawful point of discharge for the development. As the existing site
run-off drains and is discharged towards the Myall Street verge, it will be captured by the existing
kerb and channel and conveyed to the existing downstream kerb inlet pit in Myall Street to which the
proposed site will discharge. The peak site discharges are below the existing peak flow rates
including the upstream external catchments which drain through the site, therefore the proposed
development will result in an improvement to the stormwater drainage conditions along the state
controlled Myall Street.
3.1. Rainwater Reuse
In accordance with the Noosa Shire Council Sustainable Building Design Code AO2.1, the
development will require a minimum of 3,000L of rainwater capture per dwelling. With a total of 11
new dwellings proposed, the site will require 33,000L of rainwater storage. The development will
comply with provision of 50kL of rainwater tank storage connected to the roof drainage system to
capture the maximum possible rainwater from the development.
The rainwater reuse tank will be plumbed internally to supply non-potable demands throughout the
development. This includes external irrigation and wash down areas, as well as internal uses for
toilets and laundries. The tank is to be fitted with an automatic switching device that will revert to
the reticulated water supply should water levels in the rainwater tank be unable to meet demand.
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Section 15
STORMWATER QUALITY
The following sections discuss the stormwater quality considerations for the construction and
operational phase of the development.
4.1. Construction Phase
4.1.1 Erosion and Sediment Control Measures
During construction, it is necessary to manage stormwater run-off to avoid potential contamination
of downstream waterways from sediments and other pollutants from the site. A range of best practice
sediment and erosion controls should be implemented on the development to ensure negative
impacts to the downstream receiving environment are mitigated.
As the area being developed is below 2,500m², the development’s construction will be managed
using best practice erosion and sediment control principles in line with the desired outcomes of
Appendix 2 of the SPP (DERM, July 2017), which are shown below in Figure 4.1.
Figure 4.1 SPP 2017 Construction Phase Stormwater Management Design Objectives
A site-specific erosion and sediment control plan shall be prepared as part of a future submission for
Operational Works approval. Suitable erosion and sediment controls for the site may include:
1. Provision of an on-site sedimentation basin to reduce sediment concentrations from site
discharge.
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2. Sediment fencing along downstream of the work areas within the site to prevent sediment
from leaving the construction area.
3. A shakedown area is to be installed at the construction entry/exit to the proposed
development area to minimise sediment being transported to and from the site.
4. Ensuring any stockpiles and construction materials are contained using sediment fencing
downstream of these areas.
5. Downstream pits within the property to be protected through filter socks or similar.
6. Diversion of upstream catchments around any exposed areas through the use of turfed catch
drains or similar.
Discharges from the site during the construction phase are to be controlled to ensure flows into the
verge are no resulting in nuisance impacts or hazards to pedestrian traffic. All run-off is to be
discharged within the site at grade to match external ground levels, passing through a rock energy
dissipating outlet that will disperse flow concentrations and reduce risk of erosion or scour to the
downstream verge.
4.2. Operational Phase
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.
• Roof run-off will be captured for reuse in a 50kL rainwater storage tank, supplying non-
potable internal and external demands throughout the site.
• An OSD area providing 50kL of detention storage will mitigate overflows from roof run-off
exceeding the capacity of the reuse tanks to ensure critical storm peak flows from the
development do not exceed present levels.
• A 20m² bioretention area will be used to treat stormwater run-off from the newly developed
area prior to discharge from the site.
4.2.1 MUSIC Modelling
The proposed development and the above treatment train have been modelled in MUSIC (Model
for Urban Stormwater Improvement Conceptualisation) software in accordance with the Water by
Design MUSIC Guidelines 2018.
The climatic data has been modelled using the rainfall and PET data at station 40059 (Cooroy
Composite) in 6-minute timesteps. The rainfall run-off parameters have been set as defined for the
Southeast Queensland region, shown below in Figure 4.2 - Rainfall run-off parameters for SEQ.
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Figure 4.2 - Rainfall run-off parameters for SEQ
As the existing site is largely unchanged, only the proposed additions to the site have been
modelled The source nodes have been created using a split catchment approach with the
proposed new roof and driveway areas separated and modelled with stochastic pollutant
generation for each of the surface types as per Table 4.1 - 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 - Residential Split Node Pollutant Generation Parameters
Flow Type Surface TSS LOG¹º TP LOG¹º VALUES TN LOG¹º VALUES
Type Mean St. Dev Mean St. Dev Mean St. Dev
Baseflow Roof N/A N/A N/A N/A N/A N/A
Driveway 1.00 0.34 -0.97 0.31 0.20 0.20
Ground 1.00 0.34 -0.97 0.31 0.20 0.20
Stormflow Roof 1.30 0.39 -0.89 0.31 0.26 0.23
Driveway 2.43 0.39 -0.30 0.31 0.26 0.23
Ground 2.18 0.39 -0.47 0.31 0.26 0.23
The proposed treatment train has been modelled as shown in Figure 4.3 - MUSIC Stormwater
Treatment Train. The details of the treatments are described in the following sections
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Section 18
Figure 4.3 - MUSIC Stormwater Treatment Train
4.2.1.1. Rainwater Tank
The rainwater tank has been modelled as a single 50kL storage volume with a 150mm overflow outlet.
Multiple rainwater tanks may be used to supply the reuse storage volume, however they will be
connected in series and function as a single unit with a single overflow outlet discharging into the
bioretention area.
Rainwater reuse has been calculated in accordance with the MUSIC Modelling Guidelines by Water
By Design (2018). Internal reuse demands are considered based on 8 1-bedroom units, and 3 2-
bedroom units as follows:
Occupancy – 11 x 1 & 2 Bedroom – 1.2/unit * 11
13.2 persons
Water demand – Toilets (full water saving) – 21L/person/day
Laundry (full water saving) -26L/person/day
Daily demands – 620.4L/day
External irrigation is considered to apply an annual irrigation application of 548mm over an area of
75% of the measured pervious areas (602m²) for an annual demand of
Irrigation – 0.548m * 0.75 * 602m²
247.4kL/year
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Section 19
The configuration of the MUSIC node is presented below in Figure 4.4 – 50kL Reuse Tank node
configuration
Figure 4.4 – 50kL Reuse Tank node configuration
4.2.1.2. Bioretention Areas
A 20m² bioretention areas is to be provided along the southern boundary in the lower portion of
the development, to capture and treat surface run-off from the driveways as well as the outflows
from the 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 4.5 – Bioretention Node details.
A bioretention area is to have a filter media depth of minimum of 700mm to ensure deep rooting
trees and plantings are able to be established without impacting the subsoil drainage lines in
accordance with the Water by Design Bioretention Technical Design Guidelines v1.1 (2014). A 1m
filter media depth has been proposed for the swale to ensure adequate depth for deep rooting
plantings and trees.
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Section 20
Figure 4.5 – Bioretention Node details
Table 4.2 – Indicative 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 ensure the garden delivers effective nutrient removal in the bioretention areas however
final selection to be confirmed by the landscape architect.
Table 4.2 – Indicative 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
Project number 20210153
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Section 21
4.2.1.3. MUSIC modelling results
The proposed treatment train for each site can achieve the required water quality improvements as
shown below in Table 4.3 - MUSIC Modelling results.
Table 4.3 - MUSIC Modelling results.
Pollutant Sources Residual Percentage Percentage
Load Target Reduction
Total Suspended Solids (kg/yr) 479.402 75.52 80 84.247
Total Phosphorus (kg/yr) 1.042 0.248 60 76.17
Total Nitrogen (kg/yr) 6.637 2.514 45 62.119
Gross Pollutants (kg/yr) 62.163 0 90 100
4.2.2 Operational Maintenance
Periodic maintenance and monitoring of the bioretention area proposed for this development shall
be carried out to ensure it is operating effectively during the operational phase. The responsibility
for these maintenance activities shall be the body corporate or owner of the site.
The bioretention areas shall be maintained following a schedule of routine inspections undertaken
after every significant rainfall event (30mm of rainfall in a 24-hour period) or on a three-monthly
basis within the first twelve months and on a six-monthly basis thereafter. The inspection shall
ensure the proper functioning and condition of the bioretention area and ensure that the planting
and vegetation health is suitably maintained. An inspection checklist from the Healthy Waterways
Technical Design Guidelines for Southeast Queensland has been provided in Appendix
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.
Project number 20210153
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Section 22
CONCLUSION
This Concept Stormwater Management Report has outlined how the stormwater run-off from the site
is to be managed to comply with the relevant requirements and minimise any adverse impacts to the
downstream catchments.
• The existing site surface run-off drains overland as well as within a drainage network
discharging to the verge on Myall Street as the lawful point of discharge. The proposed
development will maintain Myall Street as the lawful point of discharge, with run-off from the
site discharged into the existing drainage system on Myall Street.
• The existing and proposed development site have been modelled for the design storm
events applicable to the site, which found attenuation would be required to ensure no
increase to peak run-off generation rates. Provision of a 50kL attenuation tank with a 55mm
low flow orifice, and the proposed bioretention garden was found to provide suitable
mitigation to the development to ensure that there will be no increase to existing peak flow
discharges from the site for any of the storm events. Including the upstream external
catchment, the results demonstrate and improvement will be achieved within the state
controlled Myall Street.
• Rainwater reuse storage is provided at a minimum rate of 3,000L/unit. A total of 50kL of
rainwater storage will be provided to meet the outcomes of the sustainable building code.
Rainwater reuse is to be plumbed into non-potable demands throughout the site including
in external irrigation and wash down areas, and internal toilets and laundries. The tank will
be fitted with an automatic switching device to revert to town water supply where insufficient
water is available for reuse.
• During construction, erosion and sediment control measures are to be implemented to
minimise potential contaminants impacting the downstream receiving environment in
accordance with Appendix 2 of the SPP. An erosion and sediment control plan shall be
developed as part of a submission for Operational Works approvals.
• In the operational phase of the development, a stormwater treatment train will provide
quality improvements as required by the Noosa Council Planning Scheme Policy. Roof run-
off from the new buildings will be captured in rainwater tanks reuse in non-potable demands.
Run-off from the ground surfaces will be captured by an internal drainage line to be conveyed
through the site. All run-off from the site will be conveyed to an end of line bioretention
garden along the southern boundary providing treatment for flows before they are
discharged from the site.
By implementing the proposed stormwater treatments, the development will reduce the
quantity of stormwater pollutants by more than 90% of gross pollutants, 80% of total
suspended solids, 60% total phosphorous and 45% total nitrogen, exceeding the pollutant
reduction targets required for the site.
• The proposed stormwater solution is considered to minimise any adverse impacts to the
downstream environment arising from the stormwater run-off while also meeting the
stormwater quality targets required for the development.
Project number 20210153
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Section 23
Appendix A Proposed Concept Plans Project number 20210153 File RECOR Preliminary Stormwater Management Report - 20210153.docx, 2022-03-31 Page 23 of 27 Revision 1 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 24
COOROY NDIS RESIDENTIAL DEVELOPMENT
45 MAPLE ST, COOROY, QLD 4563
LOT 15 & 18 C5605, 1 & 2 RP99323
CIVIL WORKS
SCHEDULE OF DRAWINGS
ST
PLE
DWG No. TITLE
MA
OPAL ST
001 COVER SHEET & LOCALITY PLAN
002 GENERAL NOTES
003 EXISTING LAYOUT PLAN
ELM ST
GARNE
010 OVERALL LAYOUT PLAN - GROUND FLOOR T ST
011 OVERALL LAYOUT PLAN - BASEMENT FLOOR GARNE
T ST
020 BULK EARTHWORKS LAYOUT PLAN
021 EARTHWORKS SECTIONS
030 EROSION AND SEDIMENT CONTROL LAYOUT PLAN
031 EROSION AND SEDIMENT CONTROL DETAILS VICTOR
Y LN
040 ROADWORKS AND DRAINAGE LAYOUT PLAN
041 DRIVEWAY LONGITUDINAL SECTION RUBY ST
042 TYPICAL CROSS SECTIONS
ST
043 SETOUT PLAN - GROUND FLOOR
MYA
E
PL
044 SETOUT PLAN - BASEMENT FLOOR
E ST
LL S
MA
045 FOOTPATH DETAIL PLAN
AL LN
T
WATTL
046 FOOTPATH LONGITUDINAL SECTION SUBJECT SITE
HOSPIT
047 FOOTPATH CROSS SECTIONS ST
ELM
048 LINEMARKING LAYOUT PLAN
049 PAVEMENT DETAILS
050 STORMWATER CATCHMENT LAYOUT PLAN
051 STORMWATER LONGITUDINAL SECTION
052 STORMWARTER CALCULATION TABLE TOPAZ ST
053 DRAINAGE DETAILS SHEET 1 OF 2
ST
054 DRAINAGE DETAILS SHEET 2 OF 2
MAPLE
MY
AL
LS
T
LOCALITY PLAN
SCALE 1:2000
North Point Approved Project Address Title
BEN PARRY
RPEQ 28084 45 MAPLE ST, COOROY, QLD 4563 COVER SHEET & LOCALITY PLAN
N
For and on behalf of RECOR Pty Ltd.
Scale ENGINEERING + PROJECT MANAGEMENT Client Details PROJECT NAME: Project Number Sheet Size
SUNSHINE COAST | BRISBANE | SYDNEY
B 28/04/23 RFI UPDATE QT BP www.recorconsulting.com | ABN 89 647 469 707 MARK MELVILLE COOROY NDIS RESIDENTIAL 20210153 A1
A 28/03/22 MCU ISSUE JAC BRP
AS SHOWN COPYRIGHT © This drawing is subject to copyright in accordance with the agreement between RECOR Pty Ltd and RECOR's client. This DEVELOPMENT Drawing Number Revision
001 B
drawing shall only be used for this specific project. This drawing shall not be used for construction until marked as 'Issued For Construction' in
Rev Date Revision Description Drawn Check DO NOT SCALE, IF IN DOUBT ASK the revision description.
Section 25
GENERAL NOTES ANDSTOCKPILE ON SITE OR REMOVE FROM SITE AS DIRECTED. CONTACTED TO CONFIRM THE SOIL CONDITIONS PRIOR TO PRACTICAL TO RESTRICT DUST MOVEMENT.
EARTHWORKS COMMENCING.
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN. 19. DRAWINGS TO BE READ IN CONJUNCTION WITH ARCHITECT, SURVEYOR, 19. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON
HYDRAULICS, ETC. CONSULTANT AND CONTRACTOR DRAWINGS. 2. GRASS AND TOPSOIL SHALL BE STRIPPED TO A MINIMUM DEPTH OF THIS DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE 100MM OVER THE EXTENT OF THE WORKS UNLESS DIRECTED WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
CONTRACTOR. CONTRACTOR TO ALLOW FOR ALL MEANS NECESSARY 20. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT OTHERWISE AND STOCKPILED WHERE REQUIRED FOR FILL OF
TO ACCURATELY SETOUT THE WORKS. AUTHORITY: ROAD OPENING PERMIT AND TRAFFIC MANAGEMENT PLAN LANDSCAPING AREAS. TOPSOIL MATERIALS MUST NOT BE USED IN 20. ALL EXCAVATIONS ARE TO BE CONDUCTED IN ACCORDANCE WITH THE
FOR ALL WORKS WITHIN COUNCIL ROAD RESERVES. CONTRACTOR TO STRUCTURAL FILL. REQUIREMENTS OF THE GEOTECHNICAL ENGINEER AS OUTLINED IN THE
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT ALLOW FOR ALL COSTS ASSOCIATED WITH IMPLEMENTATION OF THE 3. UNSUITABLE NATURAL MATERIALS SUCH AS SATURATED, LOOSE OR GEOTECHNICAL INVESTIGATION REPORT BY TECTONIC. TEMPORARY
SPECIFICATIONS AND WHERE FURTHER DETAILS ARE REQUIRED THE TMP. SOFT MATERIALS ENCOUNTERED SHOULD BE REMOVED DURING UNSURCHARGED CUTS IN LOOSE TO VERY LOOSE SAND TO BE FORMED
CONTRACTOR SHALL REFER TO NOOSA SHIRE COUNCIL DEVELOPMENT SUBGRADE PREPARATION FOR BULK EARTHWORKS. ALL UNSUITABLE AT 1V:2H, AND IN MEDIUM DENSE SAND AT 1V:1H FOR BATTERS UP TO
GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, ASSOCIATED 21. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH ALL LOCAL MATERIAL TO BE REMOVED FROM SITE AT CONTRACTORS EXPENSE. 3M IN HEIGHT. DEEPER CUTS ARE TO BE ASSESSED BY THE
STANDARD DRAWINGS AND SPECIFICATIONS U.N.O. AUTHORITY APPROVALS RECEIVED FOR THE PROJECT AND IN GEOTECHNICAL ENGINEER.
ACCORDANCE WITH OPW APPROVALS BY COUNCIL. 4. COMPACTION OF THE EXPOSED SAND SUBGRADE REQUIRES
4. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED SUBSTANTIAL VOLUMES OF WATER COMBINED WITH VIBRATORY 21. WHERE THE ABOVE TEMPORARY BATTER SLOPES CAN NOT BE
OUTSIDE OF THE TOLERANCES SPECIFIED WITHIN THE PROJECT 22. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE COMPACTION EQUIPMENT. CARE MUST BE TAKEN TO ENSURE THERE ACHIEVED, TEMPORARY SHORING WILL BE REQUIRED UNDER THE
SPECIFICATION AND LOCAL AUTHORITY REQUIREMENTS, THE BOUNDARY WITHOUT FORMAL APPROVAL BY THE OWNER/CUSTODIAN ARE NO IMPACTS ON SURROUNDING STRUCTURES. MATERIAL TO BE ADVICE OF A SPECIALIST SHORING CONTRACTOR.
CONTRACTOR WILL RECTIFY AT THEIR COST INCLUSIVE OF ANY OF THAT LAND INCLUDING BUT NOT LIMITED TO PRIVATE PROPERTY, COMPACTED IN ACCORDANCE WITH GEOTECHNICAL REPORT AND
ADDITIONAL COSTS INCURRED BY RECOR. ROAD RESERVE, PARKS/OPENSPACE, EASEMENTS. AS1289. 22. EXCAVATIONS IN PROXIMITY TO EXISTING STRUCTURES WILL REQUIRE
SPECIFIC DESIGN TO PREVENT UNDERMINING WHICH SHOULD BE
5. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND 23. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION 5. A MINIMUM 150MM THICK GRANULAR WORKING PLATFORM MAY BE CARRIED OUT BY A SUITABLY QUALIFIED AND EXPERIENCED RPEQ
AS SUCH THEIR ACCURACY CANNOT BE GUARANTEED. NO DRAWINGS AND APPROVALS ON SITE AT ALL TIMES. REQUIRED ON SOIL SUBGRADES ALONG HAUL ROADS AND LAYDOWN STRUCTURAL ENGINEER.
RESPONSIBILITY IS TAKEN BY RECOR OR THE PRINCIPAL FOR THE AREAS TO IMPROVE TRAFFICABILITY. SPECIFIC PLATFORM DESIGN
ACCURACY AND COMPLETENESS OF THIS INFORMATION. IT IS THE WOULD BE REQUIRED PRIOR TO MOBILISATION AND TRAFFICKING OF
24. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN 23. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT
RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY ESTABLISH ANY HEAVY MOBILE PLANT ON THE SITE.
ACCORDANCE WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN ANY CONSTRUCTED CUT/FILL BATTERS AND RETAINING STRUCTURES
THE LOCATION AND LEVEL OF ALL EXISTING SERVICES PRIOR THE
AND CONSTRUCTION CODE (2013). ON THE SITE HAVE ACHIEVED ADEQUATE STABILITY WITH A LONG-TERM
COMMENCEMENT OF ANY WORKS. ANY DISCREPANCIES SHALL BE 6. IMPORTED GENERAL FILL MATERIAL SHALL BE SUPPLIED AND FACTOR OF SAFETY AGAINST GEOTECHNICAL FAILURES TO THEIR
REPORTED TO THE SUPERINTENDENT. CONTRACTOR TO LOCATE AND COMPACTED WHERE UNSUITABLE NATURAL MATERIALS ARE LOCATED
25. CONTOURS IN ADJACENT PROPERTIES HAVE BEEN GENERATED USING SATISFACTION.
PROTECT SERVICES AS REQUIRED DURING PROPOSED WORKS. AND AS OTHERWISE NECESSARY TO OBTAIN SUBGRADE/PLATFORM
LIDAR TOPOGRAPHY DATA FROM THE NOOSA-GYMPIE 2015 PROJECT
AND JOINED TO SURVEY DATA FOR CONCEPTUAL PURPOSES ONLY. DUE LEVEL. IMPORTED GENERAL FILL MATERIAL SHALL BE CLEAN GRADED 24. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS
6. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND TO THE NATURE OF LIDAR TOPOGRAPHY, DISCREPANCIES BETWEEN MATERIAL FREE OF ORGANIC MATTER AND STONES, WITH MAXIMUM INCLUSIVE OF TOPSOIL LAYER. REFER TO STRUCTURAL ENGINEERING
SURVEY ALL CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SURVEY LEVELS AND ADJOINING LEVELS MAY ARISE. IN THESE PARTICLE SIZE OF 100MM AND CAPABLE OF BEING COMPACTED INTO DRAWINGS FOR BUILDING SLAB THICKNESSES AND HYDRAULIC
SHOWN ON THE DRAWINGS INCLUDING ANY POTENTIAL EXISTING INSTANCES, SURVEY LEVELS ARE TO TAKE PRECEDENCE. COHERENT FILLING TO THE SPECIFIED STANDARD. THE MATERIAL DRAWINGS FOR SUB-FLOOR DRAINAGE FOR DETERMINATION OF
SERVICES CLASHES PRIOR TO COMMENCEMENT OF CIVIL WORKS. SHALL HAVE A MAXIMUM PLASTICITY INDEX OF 15%, A SHRINK-SWELL REQUIRED BULK EARTHWORKS SURFACE.
CONTRACTOR TO IMMEDIATELY REPORT ANY DISCREPANCIES TO INDEX OF LESS THAN OR EQUAL TO 1% AND A MINIMUM C.B.R. OF 10%.
RECOR AND AWAIT FORMAL DIRECTION PRIOR TO COMMENCING CIVIL
STANDARD SIGNS AND LINE MARKING NOTES
WORKS. 1. GENERAL 25. ANY PRELOADING REQUIRED IS TO OCCUR IN ACCORDANCE WITH THE
7. ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE GEOTECHNICAL ENGINEERS REQUIREMENTS. CONTRACTOR TO ALLOW
a. ALL SIGNS AND PAVEMENT MARKING IS TO BE IN ACCORDANCE WITH CONTENT FOR STANDARD COMPACTION. FOR THE IMPORT AND REMOVAL OF ALL NECESSARY MATERIAL TO
7. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS THE QUEENSLAND TRANSPORT MANUAL OF UNIFORM TRAFFIC
UNDERTAKE THE PRELOADING OPERATIONS.
SHALL BE RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, CONTROL DEVICES (CURRENT EDITION). 8. ANY PROPOSED RETAINING WALL WORKS MUST BE WHOLLY WITHIN THE
FOOTPATHS, CONCRETE AREAS, GRAVEL AREAS, GRASSED AREAS AND 2. SIGNS PROPERTY BOUNDARY OF THE SUBJECT SITE, INCLUDING REAR OF
ROAD PAVEMENTS. 26. REFER ARCHITECTURAL DRAWINGS FOR BUILDING SETOUT.
a. ALL SIGNS TO BE REFLECTORISED CLASS 1 TO AS1906.1:2007 UNLESS RETAINING WALL DRAINAGE INFRASTRUCTURE FOR RETAINING WALLS
NOTED OTHERWISE. IN CUT. RETAINING WALLS ARE TO BE PREPARED IN ACCORDANCE WITH
8. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO STRUCTURAL ENGINEERS SPECIFICATIONS, AND IN CONFORMANCE
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR
b. SIGNS ARE TO BE INSTALLED WITH THE FOLLOWING CLEARANCES TO
WITH CONSTRUCTION REQUIREMENTS OF GEOTECHNICAL REPORT. INSPECTIONS:
REINSTATEMENT TO BE CARRIED OUT IMMEDIATELY TO THE EDGE OF SIGN: LOCATION CLEARANCE NO KERB 600 BEHIND GUIDE
THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS
SATISFACTION OF INFRASTRUCTURE OWNER/MANAGER / POSTS BARRIER KERB 300 FROM FACE MOUNTABLE KERB 500 FROM 9. REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR BEFORE ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR
AUTHORITY/COUNCIL. FACE OF KERB. CONFIRMATION OF RETAINING WALL COLOUR AND FINISH. IS TO PROVIDE A MINIMUM OF 72 HOURS NOTICE TO RECOR FOR REQUIRED
c. PARKING CONTROL SIGNS TO BE MOUNTED TO FACE APPROACHING INSPECTIONS. SHOULD THE CONTRACTOR FAIL TO REQUEST AN
9. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL TRAFFIC AT 45° TO KERB OR CARRIAGEWAY EDGE. ALL OTHER SIGNS TO 10. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 2' INSPECTION, THE CONTRACTOR WILL BE RESPONSIBLE FOR ALL COSTS TO
WORKPLACE HEALTH AND SAFETY REQUIREMENTS. SOIL ENGINEERING SUPERVISION IN ACCORDANCE WITH APPENDIX B OF ALLOW FOR THE WORKS TO BE INSPECTED TO THE SATISFACTION OF
BE TURNED AWAY BY 5° FROM THE NORMAL TO APPROACHING
AS 3798. THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL RECOR. ANY INSPECTIONS THAT FAIL ARE TO BE RE-INSPECTED WITH ALL
10. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN HEADLIGHT. REINSPECTION COSTS TO BE PAID BY THE CONTRACTOR.
PROVIDE CERTIFICATION THAT ALL GENERAL EARTHWORKS
CLOSE PROXIMITY TO NEIGHBOURING LOT BOUNDARIES OR 3. SIGN SUPPORTS OPERATIONS HAVE BEEN CARRIED OUT IN ACCORDANCE WITH THE
INFRASTRUCTURE, CONTRACTOR TO ALLOW IN SCOPE OF WORKS TO a. SLEEVED SIGNS SUPPORTS ARE TO BE PROVIDED IN ALL AREAS DRAWINGS AND SPECIFICATIONS AND THE CONTROLLED FILL IS a. PRESTART
PROVIDE ALL MEASURES NECESSARY TO ENSURE THE INTEGRITY OF WHERE THEY ARE IN A PAVED SURFACE. SUITABLE FOR PURPOSE TO THE REQUIRED BEARING CAPACITY UNDER
EXISTING BOUNDARIES AND INFRASTRUCTURE. THIS MAY INCLUDE THE 4. LINEMARKING THE PLATFORM/STRUCTURES AS SPECIFIED BY THE GEOTECHNICAL b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF
USE OF LOW VIBRATION EQUIPMENT, TRENCH SHORING ETC AS a. REDUNDANT LINEMARKING IS TO BE GROUND OFF. REPORT.
SEDIMENT AND EROSION CONTROL MEASURES UNSUITABLE GROUND
REQUIRED. b. THERMOPLASTIC LINEMARKING TO BE USED FOR ALL CONCRETE.
11. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED
11. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON TO 98% STANDARD MAXIMUM DRY DENSITY OR A DRY DENSITY INDEX c. SIDE AND CUT OFF DRAINS
THESE DRAWINGS, THE CONTRACTOR IS TO NOTIFY RECOR AND JOINTING NOTES OF AT LEAST 75% IN ACCORDANCE WITH THE GEOTECHNICAL REPORT
RECEIVE WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE. IN LAYERS OF 250MM LOOSE THICKNESS (PRIOR TO COMPACTION). d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL
1. ALL JOINTING AND CONCRETE TO BE IN ACCORDANCE WITH THE
REQUIREMENTS OF AS3727.1:2016.
12. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL 2. SAW CUT JOINTS MUST BE: 12. COMPACTION TESTING TO BE CARRIED OUT AT A MINIMUM OF TWO e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT
CONSTRUCTED WORKS IN ACCORDANCE WITH LOCAL GOVERNMENT TESTS PER VERTICAL LIFT WHERE STRUCTURAL FILL HEIGHTS EXCEED
REQUIREMENTS. UNLESS OTHERWISE ADVISED BY RECOR a. BETWEEN 1 AND 1 OF CONCRETE PAVEMENT DEPTHS. 300MM IN ACCORDANCE WITH AS3798. CONTRACTOR TO UNDERTAKE
4 3 f. STORMWATER STRUCTURE BASE SLABS
CONTRACTOR TO NOTE COUNCILS ADAC REQUIREMENTS. ALL EARTHWORKS TESTING IN ACCORDANCE WITH GEOTECHNICAL
b. CLEARED OF ANY DEBRIS FROM THE CUTTING METHOD. ENGINEER AND LOCAL AUTHORITY REQUIREMENTS.
13. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH c. PERFORMED WITHIN 6 TO 12 HOURS OF FINISHING CONCRETE POURS. g. PAVEMENT SUBGRADE
RELEVANT APPROVALS. 13. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN
3. DOWELL BARS MUST BE INSTALLED EXACTLY 90° TO THE FACE OF JOINT
TO ALLOW EXPANSION AND CONTRACTION MOVEMENTS. ACCORDANCE WITH LANDSCAPE DRAWINGS. h. PAVEMENT REINFORCING
14. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL, 4. JOINTING LAYOUT TO BE CONFIRMED BY SUPERINTENDANT PRIOR TO
LANDSCAPE AND OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL CONSTRUCTION COMMENCING. LAYOUT SHOULD AVOID ACUTE ANGLES 14. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING LEVELS.
CONSTRUCTION. i. PAVEMENT PRIOR TO SEALING (PRESEAL)
IN THE CONCRETE SLAB AND AVOID MISMATCHED JOINTS.
5. JOINT SEALANTS WHERE USED MUST ADHERE TO SIDE OF JOINT FACES 15. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED
15. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR ONLY AND SHALL NOT EXTEND ABOVE SIDES OF JOINTS ONTO THE SLAB MANAGEMENT PLANS. j. RETAINING WALL FOOTING REINFORCING
DEMOLITION WORKS COMMENCING ON SITE. SURFACE.
6. DOWEL BARS ARE TO BE 16. CONTRACTOR TO ENSURE SUITABLE EROSION CONTROL MEASURES k. RETAINING WALL BLOCKWORK PRIOR TO CORE FILL
16. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, a. FOR 100MM THICK SLAB, 12MM Ø OF LENGTH 300MM AND SPACED AT ARE INSTALLED INCLUDING BUT NOT LIMITED TO SHAKE DOWNS, SILT
ROADS AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM 400MM CENTRES FENCE ETC IN ACCORDANCE WITH EROSION AND SEDIMENT CONTROL l. STEEL REINFORCEMENT OF CONCRETE STRUCTURES
SITE U.N.O. PLAN
b. FOR 125MM THICK SLAB, 16MM Ø OF LENGTH 350MM AND SPACED AT
300MM CENTRES m. PRACTICAL COMPLETION
17. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING 17. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL
PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO c. FOR 150MM THICK SLAB, 20MM Ø OF LENGTH 400MM AND SPACED AT
BATTERS OR RETAINING WALLS (TEMPORARY OR PERMANENT) AS PER
COMMENCEMENT OF ANY WORKS ON SITE. 300MM CENTRES n. ON MAINTENANCE
RELEVANT AUSTRALIAN STANDARDS AND LEGISLATION.
18. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS 18. DUST CONTROL MEASURES ARE TO INCLUDE SPRAYING WATER ON o. OFF MAINTENANCE
IDENTIFIED IN THE APPROVED VEGETATION MANAGEMENT PLAN. EARTHWORKS NOTES UNPAVED ROADS, ACCESS TRACKS AND STOCKPILES AT A SUFFICIENT
CONTRACTOR TO ENSURE ALL TREE ROOTS AND STUMPS ARE 1. FOR DETAILED GEOTECHNICAL INFORMATION, REFER GEOTECHNICAL LEVEL TO SUPPRESS DUST GENERATION. ADDITIONALLY CONTRACTORS
COMPLETELY REMOVED AND BACKFILLED TO LEVEL 1 SUPERVISION. p. ANY OTHER INSPECTION AS SPECIFIED BY LOCAL COUNCIL (REFER
INVESTIGATION REPORT BY GEOTECHNICAL ENGINEER. IT IS ARE TO COVER OR ENCLOSE STOCKPILES WHERE REASONABLY
CONTRACTOR TO ALLOW TO MULCH ALL CLEARED VEGETATION RECOMMENDED THAT THE GEOTECHNICAL CONSULTANT BE DEVELOPMENT APPROVAL)
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CONTRACTOR TO CONTACT ALL RELEVANT origin OPTUS
SERVICE AUTHORITIES TO VERIFY THE NOTE: SERVICE LOCATIONS ARE APPROXIMATE ONLY FROM NOTE: SERVICE LOCATIONS ARE APPROXIMATE ONLY FROM EXTREME CARE TO BE TAKEN WHILE EXCAVATING IN THE
NOTE: ALL SIGNS & LINE MARKING TO BE IN
LOCATION OF ALL EXISTING SERVICES PRIOR PROVIDERS PLANS. LOCATIONS ARE TO BE CONFIRMED PROVIDERS PLANS. LOCATIONS ARE TO BE CONFIRMED VICINITY OF OPTIC FIBRE CABLES. LOCATIONS ARE TO ACCORDANCE WITH THE MANUAL OF
PRIOR TO START OF CONSTRUCTION. PHONE DBYD PRIOR TO START OF CONSTRUCTION. PHONE DBYD
TO THE START OF CONSTRUCTION SERVICE LOCATIONS ON 1100 FOR DETAILS. SERVICE LOCATIONS ON 1100 FOR DETAILS.
BE CONFIRMED PRIOR TO START OF CONSTRUCTION. UNIFORM TRAFFIC CONTROL DEVICES.
North Point Approved Project Address Title
BEN PARRY
RPEQ 28084 45 MAPLE ST, COOROY, QLD 4563 GENERAL NOTES
For and on behalf of RECOR Pty Ltd.
Scale ENGINEERING + PROJECT MANAGEMENT Client Details PROJECT NAME: Project Number Sheet Size
SUNSHINE COAST | BRISBANE | SYDNEY
B 28/04/23 RFI UPDATE QT BP www.recorconsulting.com | ABN 89 647 469 707 MARK MELVILLE COOROY NDIS RESIDENTIAL 20210153 A1
A 28/03/22 MCU ISSUE JAC BRP
AS SHOWN COPYRIGHT © This drawing is subject to copyright in accordance with the agreement between RECOR Pty Ltd and RECOR's client. This DEVELOPMENT Drawing Number Revision
002 B
drawing shall only be used for this specific project. This drawing shall not be used for construction until marked as 'Issued For Construction' in
Rev Date Revision Description Drawn Check DO NOT SCALE, IF IN DOUBT ASK the revision description.
Section 26
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NOTES:
1. FOR GENERAL NOTES REFER DWG 002, WHICH IS TO BE REQUESTED AND
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VIEWED PRIOR TO COMMENCEMENT OF CONSTRUCTION IF NOT SUPPLIED.
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2. THE CONTRACTOR WILL MAKE HIMSELF FULLY AWARE OF THE EXISTING
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3 FEATURES OF THIS SITE AND ENSURE ANY ADDITIONAL WORKS NOT
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RP52184 SHOWN ON THIS PLAN ARE INCLUDED IN THE CONTRACT.
EXISTING GRAVEL DRIVEWAY PP
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TO BE REMOVED 3. LOCATION AND DEPTH OF EXISTING SERVICES BASED ON SURVEY, DBYD
AND COUNCIL RECORDS. IT IS THE CONTRACTORS RESPONSIBILITY TO
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OH
CONFIRM ACTUAL LOCATION AND DEPTH PRIOR TO CARRYING OUT ANY
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.4
120
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X
\
EXCAVATION OR TRENCHING WORKS.
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OH
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I ST
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\
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/ 4. CONTRACTOR TO LOCATE AND PROTECT ALL EXISTING SERVICES ON SITE
EX
ING ASSE
X\ \
X PRIOR TO COMMENCEMENT OF WORKS.
I ST AS
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DN
\/
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ING SET
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E
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\
150 ID 20
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5. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR TO ANY
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EXISTING LINEMARKING TO BE
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DEMOLITION WORKS COMMENCING ON SITE.
IRO 134
0. PP
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REMOVED BY SANDBLASTING 6
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100 04
X
\X
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OR GRINDING
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6. ALL VEGETATION WITHIN THE LIMIT OF WORKS TO BE CLEARED, MULCHED
AC 0277
CONTRACTOR TO EXCAVATE AND
2
AT
120
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.8 AND REMOVED FROM SITE IN ACCORDANCE WITH APPROVED VEGETATION
WA
LOCATE EXISTING ELECTRICAL
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CONNECTION AND PROTECT CLEARING PLAN (BY OTHERS) OR IF SCHEDULED STOCKPILE FOR USE BY
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MA
DURING CONSTRUCTION WORK LANDSCAPER.
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R
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IN
MA
.0
OH
121
E
4
IN
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7. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES ON SITE AND MAKE
EXISTING TREES TO BE RP112204
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SUITABLE ARRANGEMENTS TO HAVE DISCONNECTED PRIOR TO
ES
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CLEARED AND GRUBBED
X DEMOLITION WORKS BEGINNING.
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.2 EXISTING FENCE CONTRACTOR TO EXCAVATE,
PL
121 TO BE REMOVED LOCATE AND REMOVE OR CAP
X /
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8. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON
MA
S
115.6
EXISTING WATER CONNECTIONS OH
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THIS DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE
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OH
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OH
( WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
115.2
0.
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( PP
MY
12
4
.4 (
121
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X/ 15
0.6
(
M
11
AL
12
( 9. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING
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C5605
E
7.0
W
S
0.
( PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO
8
L
S
(
W
ST
(
(
( COMMENCEMENT OF ANY WORKS ON SITE.
(
E
115.0
121
.6 ( ( ( ( (
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11
X
(
115
( ( CONTRACTOR TO EXCAVATE, 10. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES,
8.
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OH
\ EXISTING CONCRETE \ LOCATE AND REMOVE OR CAP
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X
( \ ( ( ROADS AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE
.8
\
\
\
\ TO BE REMOVED \
\ EXISTING SEWER CONNECTIONS
.6
11
\
(
E
(
(
\
\
U.N.O.
114.8
W
\ \
118
\
6.
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\
(
\
\
\
\
0
(
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.8 \
X
X \ \ (
121 \
\
\
\ EXISTING 150Ø SEWER MAIN
The text continues on section 27.