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Response to Further advice - 20220156 Kauri St SWMP · MCU22/0144
a = Ot a0 REN gm iia ia 20220156 Sunshine Grove Pty Ltd Stormwater Management Plan January 2023
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Document prepared by:
RECOR Pty Ltd
ABN 89 647 469 707
37 Mary Street
Noosaville, QLD 4566
Australia
T +61 7 5211 1003
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Report title Stormwater Management Plan
Document code 20220156-SWMP01 Project number 20220156
File path C:\12dS\data\RecorSYN\20220156 9 Kauri St Cooroy_574\03 Engineering\02 CIV\02
Reports\RECOR Stormwater Management Report - 20220156.docx
Client Sunshine Grove Pty Ltd
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 04/07/2021 Initial Version B. Parry J. Bauleka
1 28/10/2022 RFI Update B. Parry B. Parry
2 13/01/2023 RFI Update – water harvesting B. Parry J. Bauleka 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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P +61 7 5211 1003 A 75 Noosa Dr, Noosa Heads, Qld 4567 E [email protected]
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Contents
Introduction..........................................................................................................................................5
Site Details ...........................................................................................................................................6
2.1. Existing Site Description & Drainage .................................................................................................. 6
2.2. Existing Drainage Patterns .................................................................................................................. 6
2.3. Proposed Development Drainage Pattern ......................................................................................... 7
2.4. Flood Considerations ........................................................................................................................... 8
Stormwater Quantity ............................................................................................................................9
3.1. Pre-Post Comparison .......................................................................................................................... 9
3.1. Stormwater Harvesting ..................................................................................................................... 11
Stormwater Quality ........................................................................................................................... 12
4.1. Construction Phase ........................................................................................................................... 12
4.2. Operational Phase ............................................................................................................................ 13
Conclusion ........................................................................................................................................ 20
Appendices
Appendix A
Proposed Development Concept Plans
Appendix B
DRAINS Modelling Parameters and Results
Appendix C
Soil Borehole Data & Permeability Calculations
Appendix D
Ecosol Litter Basket Technical Specifications
Appendix E
Bioretention Garden Inspection Checklist
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Project number 20220156
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INTRODUCTION
RECOR has been engaged to prepare a Stormwater Management Report to accompany a development application
for a residential unit development located at 9 Kauri Street, Cooroy. The development will consist of 10 small
residential units, sealed access & driveway, and associated landscaping works.
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.
This document has been prepared with consideration for the following specifications, guidelines and reports:
• Noosa Plan 2020
• Water Sensitive Urban Design Technical Guidelines for Southeast Queensland
• State Planning Policy 2017
• Queensland Urban Drainage Manual (QUDM)
• International Erosion Control Association (IECA) Best Practice Erosion and Sediment Control document
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SITE DETAILS
2.1. Existing Site Description & Drainage
The existing site, known in real property terms as Lot 2 RP 840262, is located at 9 Kauri Street. The site contains an
existing residential dwelling and covers an area of 2,137m². The site is bounded to the north by a residential unit
development, to the south by a childcare and early education centre and to the east by undeveloped bushland
allotments.
2.2. Existing Drainage Patterns
The subject land falls away from the Kauri Street road reserve towards the south east corner of the property. The
natural surface falls from the northwestern corner property boundary at grades of approximately 15%, reducing to
7% at the southeast corner. Run-off from the site drains as overland sheet flows towards the southeast corner and
the undeveloped allotments to the east containing an existing non-perennial watercourse that eventually drains to
the Mary River.
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2022)
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2.3. Proposed Development Drainage Pattern
2.3.1 Stormwater Concept
An internal stormwater drainage network within the driveway will be used to capture run-off from the internal
impervious surface areas. Litter basket pit inserts will be provided to the inlet pits to provide primary treatment to
run-off through filtration of gross pollutants, coarse sediment as well as capturing particulate nutrients.
Roof drainage will be drained by downpipes fitted with first flush divertors that convey the clean roof water to an in
ground rainwater reuse tank. The tank will supply internal and external non-potable demands within the
development in accordance with the Sustainable Building Design Code. Overflows will discharge into the internal
stormwater drainage network.
An inline below ground attenuation system will be provided for stormwater quantity management. All run-off from
the site is attenuated to restrict developed state flows to ensure they are no greater than existing run-off prior to
discharge from the development to achieve no worsening to the existing conditions.
At the southeastern boundary, a bioretention garden will provide tertiary treatment through biological uptake of
nutrients, absorption and infiltration. The bioretention garden will dispose of runoff primarily through infiltration into
the site soils, with excess run-off from the garden spilling over the boundary as sheet flows
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.
Refer to Appendix A Proposed Development Concept Plan for the proposed stormwater drainage layout plan
illustrating the concept described above.
2.3.2 Lawful Point of Discharge
The site typically drains southeast towards an existing watercourse in the undeveloped bushland adjoining the
subject site, which continues downstream to the north. 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.
The site will make use of stormwater attenuation to ensure that peak flow rates arising from the proposed
developed will not exceed the existing site’s peak flow rates. Run-off will be discharged via soil infiltration and
sheet flows to minimise flow concentrations and localised flow volumes.
The proposed discharge from the site will therefore not alter run-off conditions in a way that may substantially
damage third party property and remains consistent with the existing drainage characteristics. The proposed
discharge will also improve conditions in the allotment to the south by capturing surface run-off that would
previously drain across this boundary and discharging it to the undeveloped allotments rear of the site. The
proposed point of discharge is therefore able to achieve a lawful point of discharge for the development.
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2.4. 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. Project number 20220156 Page 8 of 28 File RECOR Stormwater Management Report - 20220156.docx, 2023-01-13 Revision 2 P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
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STORMWATER QUANTITY
3.1. Pre-Post Comparison
The proposed development will result in an increase in peak flows from the site due to the significant change in
impervious area in the developed state. Hydrologic and hydraulic modelling of the site has been carried out using
the DRAINS software to assess the impact on peak flows by comparing the existing site conditions to the proposed
development.
In accordance with ARR2019, an Initial Loss-Continuing Loss (IL-CL) model has been used to assess the site 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 12 hours to determine the peak flow rates under
varying storm conditions. Refer to Appendix B DRAINS Modelling Parameters and Results for details of the
parameters used and summary of the results from the modelling.
The existing and developed states can effectively be represented as a single aggregate catchment discharging
towards the south east, therefore the model has been prepared using a single node to represent the overall
conditions of the site. The model used to represent the development is shown below in Figure 3.1 – DRAINS model
layout.
Figure 3.1 – DRAINS model layout
The existing site’s time of concentration is calculated by the software using the kinematic wave equation based on
flow path characteristics measured from the site survey, with a minimum time of concentration of 5 minutes for the
site. Due to the reduced travel time and typically piped drainage conditions of the developed site, a time of
concentration of 5 minutes has been conservatively assumed to represent the site. The configuration of the
catchment areas for pre-development and post-development conditions are shown in Figure 3.2 – DRAINS Pre-
development catchment and Figure 3.3 – DRAINS Post-development catchment respectively.
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Figure 3.2 – DRAINS Pre-development catchment
Figure 3.3 – DRAINS Post-development catchment
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.
Table 3.1 Existing and proposed unmitigated site peak discharge rates
Kauri Street
Qchange
A.E.P Qexisting Qproposed Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.021 0.043 0.022 105%
50% 0.026 0.052 0.026 100%
0.2 EY 0.044 0.08 0.036 82%
10% 0.060 0.089 0.029 48%
5% 0.075 0.112 0.037 49%
2% 0.094 0.134 0.04 43%
1% 0.106 0.147 0.041 39%
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The development of the site will therefore increase the total peak flows from the site under all storm events.
Attenuation is required to mitigate the outflows to ensure that the development does not exceed the
predevelopment levels to minimise impacts to the downstream environment.
To determine the attenuation requirements, the developed site was duplicated an on-site detention (OSD) tank
receiving the developed catchment outflows. An iterative process was used to determine a suitable configuration of
storage volume, low-flow orifice and high flow overflow weir for the OSD to deliver the required reduction of the
flow rates from the site.
The result of the iterative sizing process determined that the OSD storage will need to provide an attenuation
capacity of 54m³ to ensure adequate capacity to achieve attenuation. A low flow outlet consisting of a 132mm orifice
plate is to be provided the base of the OSD, and an overflow 0.3m wide overflow weir discharging to the outlet 300m
from the top of the tank for larger storm events.
Using this OSD combination for the 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
Wyandra Street
Qchange
A.E.P Qexisting Qmitigated Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.021 0.02 -0.001 -5%
50% 0.026 0.023 -0.003 -12%
0.2 EY 0.044 0.04 -0.004 -9%
10% 0.060 0.059 -0.001 -2%
5% 0.075 0.073 -0.002 -3%
2% 0.094 0.092 -0.002 -2%
1% 0.106 0.106 0 0%
As the total peak flows are equal to or below the existing site conditions for all storm events, the proposed OSD area
will provide the mitigation required for the peak flow storm events from the development.
3.1. Stormwater Harvesting
In accordance with the Sustainable Building Code PO2 and AO2.1, a minimum of 3,000L of rain water storage has
been provided per dwelling. The 10 units will be supplied by a 30,000L in ground rainwater tank, nominally a
Humes Rainvault RV3000-01-00 or approved equivalent located within the common space of the development.
The maximum possible roof water from the development is to be drained into the tank, with downpipes to be fitted
with first flush divertors of minimum 20L/100m² of roof area captured. The roofwater will drain to a manhole fitted
with a VF3 volume filter (or equivalent) capable of filtering up to 1,100m² of roof area before it passes to the reuse
tank.
The reuse tank will be plumbed for internal and external non-potable water demands including external irrigation
fixtures and wash down areas, internal toilets and laundry areas. An automatic switching device is to supplement
the tank storage to ensure that water (town water supply) is available should the tank storage be exhausted.
Overflows from the tank will be connected to the internal drainage network upstream of the OSD tank to ensure site
run-off remains attenuated.
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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 has been prepared for the development making use of a range of
suitable erosion and sediment controls, including:
1. Sediment fencing along downstream of the work areas within the site to prevent sediment from leaving the
construction area.
2. 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.
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3. Stockpiles for soils and materials are to be protect using bunded banks to divert upstream flows, and with
downstream sediment fencing to prevent sediments being lost from the stockpile area
4. Diversion of upstream catchments around any exposed areas using diversion drains around the site.
5. Disturbed areas are to be stabilised through turfing or hydromulching as soon as practicable once
earthworks are complete.
4.2. Operational Phase
In accordance with the Noosa Plan 2020 Water Quality and Drainage Code, the proposed development site will be
required to achieve the design objectives for operational stormwater quality as outlined in Table 9.4.8.3 PO6, as
shown in Table 4.1 - Operational Water Quality Objectives below.
Table 4.1 - Operational Water Quality Objectives
Pollutant Percentage Reduction
Target (%)
Total Suspended Solids (kg/yr) 80
Total Phosphorus (kg/yr) 60
Total Nitrogen (kg/yr) 45
Gross Pollutants (kg/yr) 90
MUSIC modelling has been carried out to assess the proposed development treatment train against these
objectives as described in the following section.
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 Modelling
Guidelines (2018).
The climatic data has been modelled using the rainfall and PET data at station 40059 (Cooroy Composite) in 6-
minute timesteps. The rainfall run-off parameters have been set as defined for the Southeast Queensland region,
shown below in Figure 4.2 - Rainfall run-off parameters for SEQ
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Figure 4.2 - Rainfall run-off parameters for SEQ
The source nodes have been created using a split catchment approach, with the roof, driveway and other ground
areas separated with stochastic pollutant generation for each of the surface types as per Table 4.2 - Urban
Residential Split Node Pollutant Generation Parameters. The area and impervious fractions for each catchment are
actual values based on the design plans as shown in Table 4.3 – Catchment Nodes.
Table 4.2 - Urban Residential Split Node Pollutant Generation Parameters
Flow Type Surface TSS LOG¹º TP LOG¹º VALUES TN LOG¹º VALUES
Type Mean St. Dev Mean St. Dev Mean St. Dev
Baseflow Roof N/A N/A N/A N/A N/A N/A
Driveway 1.00 0.34 -0.97 0.31 0.20 0.20
Ground 1.00 0.34 -0.97 0.31 0.20 0.20
Stormflow Roof 1.30 0.39 -0.89 0.31 0.26 0.23
Driveway 2.43 0.39 -0.30 0.31 0.26 0.23
Ground 2.18 0.39 -0.47 0.31 0.26 0.23
Table 4.3 – Catchment Nodes
Node Surface Type Surface Area Fraction
(m²) impervious (%)
Driveways Driveway 640 87.4
Townhouse Roof 799 100
Roofs
Pod A&B Ground 412 33.5
Ground
Pod C Ground Ground 289 11.2
The proposed treatment train has been modelled as shown in Figure 4.3 - MUSIC Stormwater Treatment Train. The
proposed attenuation tank required to achieve water quantity targets has not been modelled in the treatment train
as it is not considered a water quality improvement device. As the modelling therefore wont account for the
reduced flow rates entering the bioretention area it is likely to represent a conservative assessment of the
treatment performance able to be achieved. The details of the treatments are described in the following sections.
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Figure 4.3 - MUSIC Stormwater Treatment Train
4.2.1.1. Pit Inserts
Grated inlet pits within the driveway are to be fitted with Ecosol Litter baskets with 200µm filter bags or approved
equivalent. These have been certified by the manufacturer as having the pollutant removal efficiencies shown in
Figure 4.4 - Ecosol Litter Basket Pollutant Removal Efficiencies. The inserts are modelled using generic treatment
nodes, with a high flow bypass of 53L/s per pit (4 pits have been modelled within the driveway area, with total
bypass of 212L/s) and concentration-based capture efficiency set in accordance with manufacturers guidelines.
Refer to Appendix Ecosol Litter Basket Technical Specifications for further details on the devices and it’s MUSIC
configuration.
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Figure 4.4 - Ecosol Litter Basket Pollutant Removal Efficiencies
4.2.1.2. Bioretention Areas
An end of line bioretention area will provide treatment to all stormwater runoff captured within the internal
drainage network before it is discharged from the development.
The bioretention area will not be lined to allow for run-off to be infiltrated into the soils for disposal and ground
water replenishment. A geotechnical analysis of the proposed bioretention garden location consisting of soil
boreholes and falling head soil permeability tests has identified that the soils have a Ksat value of 0.0998cm/min,
equivalent to 59.88mm/hr (indicative of a sandy clay) which is used to represent the exfiltration rates into the
surrounding soils from the garden. Refer to Appendix C Soil Borehole Data & Permeability Calculations for details
of these calculations.
The bioretention areas are modelled in accordance with the Water by Design MUSIC Guidelines 2018 with the
node configuration shown below in Figure 4.5 – Bioretention Node details.
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Figure 4.5 – Bioretention Node details
Table 4.4 – Indicative Bioretention Area Plantings below based on the Brisbane City Council Water Sensitive Urban
Design Engineering Guidelines presents a sample of suitable plants that may be used to provide effective removal
of nutrients in the areas however a landscaping specialist should be consulted to confirm final species to be
planted.
Table 4.4 – 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
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4.2.2 MUSIC modelling results
The proposed treatment train for each site can achieve the required water quality improvements as shown below in
Table 4.5 - MUSIC Modelling results. As the pollutant generation is estimated using stochastic generation, the
pollutant loads can vary between runs however the below results are representative of the compliance achieved by
the treatment train.
Table 4.5 - MUSIC Modelling results
Pollutant Sources Residual Percentage Percentage Complies
Load Target Reduction
Total Suspended Solids (kg/yr) 489.144 54.686 85 88.82 Yes
Total Phosphorus (kg/yr) 0.981 0.204 65 79.21 Yes
Total Nitrogen (kg/yr) 5.494 1.951 45 64.481 Yes
Gross Pollutants (kg/yr) 53.402 0 90 100 Yes
4.2.3 Maintenance Requirements
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 or caretaker 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 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 Bioretention Garden 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.
The pit inserts (nominally Ecosol litter baskets with 200um screening mesh or approved equivalent) are required to
be maintained in accordance with all manufacturer’s specifications. Indicatively, routine maintenance involving
minor servicing shall initially be carried out 2 to 4 times annually, with the ongoing frequency based upon the first
year’s inspections. A higher frequency may be required depending upon the catchment size and pollutant
generating characteristics of the site’s catchments.
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A minor service, which can be carried out by hand or with the assistance of a vacuum unit, consists of:
1. Filter basket inspection and evaluation.
2. Removal of captured pollutants.
3. Disposal of material.
Based on the routine inspection, a major service shall be carried out on an as needed basis. This will be required
where tears or other damage to the filter bag is observed, or an inspection of the components finds damage. The
major service consists of
1. Filter basket replacement
2. Support frame rectification.
Additional maintenance may also be required where there has been a hazardous material spill, the system is
experiencing blockages, or following major storms and flooding.
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CONCLUSION
This Stormwater Management Report has outlined how the stormwater run-off from the site is to be managed to
comply with the relevant requirements and minimise any adverse impacts to the downstream catchments.
• Surface run-off from the proposed development will largely maintain the existing discharge characteristics.
Peak flow rates in developed conditions will be attenuated to be no worse than existing peak flow rates, and
run-off will be discharged towards the downstream undeveloped bushland allotments as the lawful point of
discharge.
• Field inlet pits within the driveway will be capture surface run-off with driveway pits to be fitted with pit inserts
to provide treatment to run-off from the site.
• A 30kL rainwater reuse tank will be provided with the maximum possible roof area to drain to the tank. The
tank is an in ground concrete tank, (Humes Rainvault RV3000-01-00 or equivalent) which is to be connected
to internal toilets and laundry areas, and external irrigation and wash down fixtures in accordance with the
sustainable building code.
• All run-off from the development will be attenuated using a 54m³ below ground attenuation tank with a
132mm low flow orifice and overflow weir that has been shown to not increase to existing peak flow
discharges from the site under developed conditions for all modelled storm events.
• During construction, erosion and sediment control measures are to be implemented to minimise potential
contaminants impacting the downstream receiving environment in line with the objectives of Appendix 2 of
the SPP. A site-specific erosion and sediment control plan has been developed using best practice
management principles to achieve these objectives.
• The proposed stormwater treatment train has been modelled in MUSIC and found to achieve the stormwater
improvement quality targets required to comply with the Noosa Plan 2020. The treatment train consists of
Ecosol litter baskets (200um mesh) or equivalent providing treatment to the driveway areas, and an end of
line bioretention garden to treat and infiltrate attenuated run-off from the development.
• Runoff from the development will be discharged via infiltration from the bioretention garden area into the
surrounding soils assisting with groundwater replenishment, with larger flow events able to overtop the
downstream lip of the bioretention area to discharge as sheet flows to minimise flow concentrations and
protect the downstream environment from erosion and scour.
• 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 and quantity
targets required for the development and is therefore a complying solution for the proposed development.
Project number 20220156 Page 20 of 28
File RECOR Stormwater Management Report - 20220156.docx, 2023-01-13 Revision 2
P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 21
Appendix A Proposed Development Concept Plans Project number 20220156 Page 21 of 28 File RECOR Stormwater Management Report - 20220156.docx, 2023-01-13 Revision 2 P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Page 22
RESIDENTIAL TOWNHOUSE DEVELOPMENT
9 KAURI STREET, COOROY, QLD 4563
Lot 2 on RP840262
CIVIL WORKS
NOTE: VIBRATION EQUIPMENT, TRENCH SHORING ETC AS REQUIRED.
THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS BEFORE 11. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THESE DRAWINGS,
ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR IS TO PROVIDE A THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN CONFIRMATION THAT
WORKS CAN COMMENCE.
MINIMUM OF 72 HOURS NOTICE TO RECOR FOR REQUIRED INSPECTIONS. SHOULD THE
CONTRACTOR FAIL TO REQUEST AN INSPECTION, THE CONTRACTOR WILL BE 12. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL CONSTRUCTED WORKS
RESPONSIBLE FOR ALL COSTS TO ALLOW FOR THE WORKS TO BE INSPECTED TO THE IN ACCORDANCE WITH LOCAL GOVERNMENT REQUIREMENTS. UNLESS OTHERWISE
SATISFACTION OF RECOR. ANY INSPECTIONS THAT FAIL ARE TO BE RE-INSPECTED WITH ADVISED BY RECOR CONTRACTOR TO NOTE COUNCILS ADAC REQUIREMENTS.
ALL REINSPECTION COSTS TO BE PAID BY THE CONTRACTOR. 13. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH RELEVANT APPROVALS.
14. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL, LANDSCAPE AND
a. PRESTART OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL CONSTRUCTION.
b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF SEDIMENT AND 15. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR DEMOLITION WORKS
EROSION CONTROL MEASURES UNSUITABLE GROUND COMMENCING ON SITE.
c. SIDE AND CUT OFF DRAINS 16. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS AND
d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O.
e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT 17. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING PROPERTIES AND
COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT OF ANY WORKS ON SITE.
f. STORMWATER STRUCTURE BASE SLABS
18. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS IDENTIFIED IN THE
g. SEWER RETICULATION APPROVED VEGETATION MANAGEMENT PLAN. CONTRACTOR TO ENSURE ALL TREE ROOTS
h. WATER RETICULATION AND STUMPS ARE COMPLETELY REMOVED AND BACKFILLED TO LEVEL 1 SUPERVISION.
CONTRACTOR TO ALLOW TO MULCH ALL CLEARED VEGETATION AND STOCKPILE ON SITE
i. PAVEMENT SUBGRADE OR REMOVE FROM SITE AS DIRECTED.
j. PAVEMENT REINFORCING 19. DRAWINGS TO BE READ IN CONJUNCTION WITH THE FOLLOWING
k. PAVEMENT PRIOR TO SEALING (PRESEAL) CONSULTANTS/CONTRACTORS DRAWINGS:
l. RETAINING WALL FOOTING REINFORCING SURVEYOR: DSQ LAND SURVEYORS
m. RETAINING WALL BLOCKWORK PRIOR TO CORE FILL ARCHITECT: AND DESIGN LOCALITY PLAN
n. STEEL REINFORCEMENT OF CONCRETE STRUCTURES HYDRAULICS: TBC NOT TO SCALE
o. PRACTICAL COMPLETION STRUCTURAL: RECOR CONSULTING
p. ON MAINTENANCE LANDSCAPE: TBC
q. OFF MAINTENANCE 20. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT AUTHORITY: ROAD
r. ANY OTHER INSPECTION AS SPECIFIED BY LOCAL COUNCIL (REFER DEVELOPMENT
OPENING PERMIT AND TRAFFIC MANAGEMENT PLAN FOR ALL WORKS WITHIN COUNCIL
ROAD RESERVES. CONTRACTOR TO ALLOW FOR ALL COSTS ASSOCIATED WITH
DRAWING SCHEDULE
APPROVAL) IMPLEMENTATION OF THE TMP.
s. ANY OTHER INSPECTION AS REQUIRED BY UNITY WATER AND WHERE RELEVANT TO
DRAWING NUMBER DRAWING TITLE REVISION
21. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH ALL LOCAL AUTHORITY APPROVALS
THEIR CERTIFICATION SCHEME RECEIVED FOR THE PROJECT
22. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH OPW APPROVALS BY
C01 COVER SHEET AND LOCALITY PLAN D
COUNCIL.
GENERAL NOTES C10 EXISTING SITE SERVICES LAYOUT PLAN D
23. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE BOUNDARY WITHOUT
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN.
FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF THAT LAND INCLUDING BUT NOT
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. CONTRACTOR LIMITED TO PRIVATE PROPERTY, ROAD RESERVE, PARKS/OPENSPACE, EASEMENTS. C20 EROSION AND SEDIMENT CONTROL LAYOUT PLAN AND DETAILS D
TO ALLOW FOR ALL MEANS NECESSARY TO ACCURATELY SETOUT THE WORKS.
24. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION DRAWINGS AND
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND APPROVALS ON SITE AT ALL TIMES.
C30 BULK EARTHWORKS LAYOUT PLAN D
WHERE FURTHER DETAILS ARE REQUIRED THE CONTRACTOR SHALL REFER TO NOOSA
SHIRE COUNCIL DEVELOPMENT GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES,
25. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN ACCORDANCE
WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN AND CONSTRUCTION CODE (2013).
C31 BULK EARTHWORKS SECTIONS D
ASSOCIATED STANDARD DRAWINGS AND SPECIFICATIONS U.N.O.
4. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED OUTSIDE OF THE C32 BULK EARTHWORKS SECTIONS #2 D
TOLERANCES SPECIFIED WITHIN THE PROJECT SPECIFICATION AND LOCAL AUTHORITY
REQUIREMENTS, THE CONTRACTOR WILL RECTIFY AT THEIR COST INCLUSIVE OF ANY C33 BULK EARTHWORKS SECTION #3 D
ADDITIONAL COSTS INCURRED BY RECOR.
5. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS SUCH THEIR C40 STORMWATER CATCHMENT LAYOUT PLANS D
ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY IS TAKEN BY RECOR OR THE
PRINCIPAL FOR THE ACCURACY AND COMPLETENESS OF THIS INFORMATION. IT IS THE
RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND
C41 DRAINAGE LONGSECTIONS D
LEVEL OF ALL EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY WORKS. ANY
DISCREPANCIES SHALL BE REPORTED TO THE SUPERINTENDENT. CONTRACTOR TO C50 ROADS AND DRAINAGE LAYOUT PLAN D
LOCATE AND PROTECT SERVICES AS REQUIRED DURING PROPOSED WORKS.
6. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND SURVEY ALL C51 ROADS AND DRAINAGE DETAILS D
CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SHOWN ON THE DRAWINGS
INCLUDING ANY POTENTIAL EXISTING SERVICES CLASHES PRIOR TO COMMENCEMENT OF C52 ROADS AND DRAINAGE DETAILS #2 D
CIVIL WORKS. CONTRACTOR TO IMMEDIATELY REPORT ANY DISCREPANCIES TO RECOR
AND AWAIT FORMAL DIRECTION PRIOR TO COMMENCING CIVIL WORKS.
C53 ROAD LONG SECTIONS D
7. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS SHALL BE
RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, FOOTPATHS, CONCRETE AREAS, C54 ROAD LONG SECTIONS #2 D
GRAVEL AREAS, GRASSED AREAS AND ROAD PAVEMENTS.
8. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO C55 TYPICAL DRIVEWAY SECTIONS D
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR REINSTATEMENT TO BE
CARRIED OUT IMMEDIATELY TO THE SATISFACTION OF INFRASTRUCTURE
OWNER/MANAGER / AUTHORITY/COUNCIL.
C56 RETAINING WALL DETAILS D
9. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL WORKPLACE
HEALTH AND SAFETY REQUIREMENTS.
C60 VEHICLE SWEPT PATHS SHEET 1 OF 3 D
10. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN CLOSE PROXIMITY TO C61 VEHICLE SWEPT PATHS SHEET 2 OF 3 D
NEIGHBOURING LOT BOUNDARIES OR INFRASTRUCTURE, CONTRACTOR TO ALLOW IN
SCOPE OF WORKS TO PROVIDE ALL MEASURES NECESSARY TO ENSURE THE INTEGRITY
OF EXISTING BOUNDARIES AND INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW C62 VEHICLE SWEPT PATHS SHEET 3 OF 3 D
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DEVELOPMENT
SUNSHINE GROVE PTY LTD TITLE: STATUS:
D 19/12/22 RFI UPDATE BRP JB BRP 9 KAURI STREET COVER SHEET AND MATERIAL CHANGE OF USE
© ABN 89 647 469 707 C
B
19/12/22
28/10/22
POD A UPDATE
RFI ISSUE
BRP
BRP
BRP
BRP
COOROY, QLD, 4563 BEN PARRY LOCALITY PLAN AND
RPEQ: 28084
37 MARY ST
NOOSAVILLE, QLD 4566
A 10/08/22 COMBINED MCU AND OP WORKS ISSUE JAC BRP JB SCALE:
CPEng NER
OPERATIONAL WORKS
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
AS INDICATED DATE: 13/01/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
C01 20220156 A1 D
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SUNSHINE GROVE PTY LTD TITLE: STATUS:
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© ABN 89 647 469 707 C
B
19/12/22
28/10/22
POD A UPDATE
RFI ISSUE
BRP
BRP
BRP
BRP
COOROY, QLD, 4563 BEN PARRY LAYOUT PLAN AND
RPEQ: 28084
37 MARY ST
NOOSAVILLE, QLD 4566
A 10/08/22 COMBINED MCU AND OP WORKS ISSUE JAC BRP JB SCALE:
CPEng NER
OPERATIONAL WORKS
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+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:200 DATE: 13/01/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
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DO NOT SCALE, IF IN DOUBT ASK
C10 20220156 A1 D
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11. FOR CONSTRUCTION ENTRY / EXIT STANDARD DETAIL AND SPECIFICATION REFER TO NOOSA SHIRE COUNCIL STANDARD DRAWING
1. ALL SEDIMENT AND EROSION CONTROL MEASURES TO BE IN ACCORDANCE WITH INTERNATIONAL EROSION CONTROL ASSOCIATION ESC-01, OR ALTERNATIVELY INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST PRACTICES STANDARD
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1. SEDIMENT AND EROSION CONTROL DETAILS SHOWN ARE MINIMUM REQUIREMENTS. IT IS THE CONTRACTORS RESPONSIBILITY TO SITES AND EXIT-04 AND EXIT-05 CONSTRUCTION EXIT - VIBRATION GRID.
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INSTALL ADDITIONAL CONTROL MEASURES AS DEEMED NECESSARY THROUGHOUT CONSTRUCTION.
2. 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. REVEGETATION
3. CONSTRUCTION OF ALL SEDIMENT MANAGEMENT DEVICES TO THE SATISFACTION OF THE SUPERINTENDENT. SHALL BE COMPLETED 12. FOR REVEGETATION STANDARD SPECIFICATION REFER TO INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA)
AND EFFECTIVE PRIOR TO: BEST PRACTICES STANDARD DRAWING R-01 REVEGETATION GENERAL.
a. STRIPPING OF TOPSOIL AND GRASS.
b. BULK EARTHWORKS TO THE SITE. OPERATION AND MAINTENANCE
c. SERVICES INSTALLATION. 13. IN ACCORDANCE WITH NC ESC GUIDELINES, ALL ESC MEASURES SHALL BE INSPECTED:
d. PAVEMENT CONSTRUCTION · AT LEAST DAILY (WHEN WORK IS OCCURRING ON SITE) OR WEEKLY (WHEN WORK IS NOT OCCURRING ON SITE)
5. ALL SEDIMENT MANAGEMENT MEASURES ARE TO REMAIN IN PLACE UNTIL INSTRUCTION IS RECEIVED IN WRITING FROM THE SEDIMENT AND EROSION CONTROL:
· WITHIN 24 HOURS OF EXPECTED RAIN; AND CONTRACTOR TO ALLOW FOR PROVISION OF ALL
SUPERINTENDENT TO REMOVE ALL OR PART OF THE SILT CONTROL APPLICATIONS. · WITHIN 18 HOURS OF A RAINFALL EVENT (I.E. AN EVENT OF SUFFICIENT INTENSITY AND DURATION TO MOBILISE SEDIMENT ON SITE). REQUIRED SEDIMENT AND EROSION CONTROL
6. THE BULK EARTHWORKS AND SEDIMENT CONTROL LAYOUT PLAN SHALL BE READ IN CONJUNCTION WITH THE APPROVED DRAWINGS. 16. IN ACCORDANCE WITH NC ESC GUIDELINES, MAINTENANCE OF ESC MEASURES SHALL OCCUR IN ACCORDANCE WITH THE FOLLOWING DEVICES IN ACCORDANCE WITH NOOSA SHIRE
7. PRIOR TO COMMENCEMENT OF CONSTRUCTION APPROVAL IS TO BE OBTAINED FROM THE SUPERINTENDENT FOR THE LOCATION OF TABLE: COUNCIL POLICIES AND GUIDELINES
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 MAINTENANCE SCHEDULE
TO BE UNDERTAKEN IMMEDIATELY WHICH MAY INCLUDE AMENDMENTS' ADDITIONS TO THE ORIGINAL APPROVED EROSION CONTROL TIMEFRAME FOR COMPLETION LEGEND
ESC MEASURES MAINTENANCE TRIGGER
PLANS. SUCH AMENDMENTS ARE TO BE APPROVED BY SUPERINTENDENT, IF DEEMED NECESSARY AND RELEVANT. OF MAINTENANCE
|S| SEDIMENT FENCE
WHEN SETTLED SEDIMENT
9. OVERALL SEDIMENT BASIN WITHIN 7 DAYS OF THE
EXCEEDS THE VOLUME OF THE
a. TEMPORARY DRAINAGE CONTROL FLOWS SHOULD BE DIVERTED AROUND THE WORK SITE WHERE POSSIBLE. (WHERE UTILISED) INSPECTION
SEDIMENT STORAGE ZONE
CONSTRUCTION ENTRY
b. ALL DRAINAGE, EROSION AND SEDIMENT CONTROLS TO BE INSTALLED AND BE OPERATIONAL BEFORE COMMENCING UP-SLOPE OTHER ESC 1/3 OF THE CAPACITY OF ESC
EARTHWORKS. BY THE END OF THE DAY
MEASURES MEASURES IS EXCEEDED
c. IN AREAS WHERE RUNOFF TURBIDITY IS TO BE CONTROLLED, EXPOSED SURFACES TO BE EITHER MULCHED, COVERED WITH
EROSION CONTROL BLANKETS OR TURFED IF EARTHWORKS ARE EXPECTED TO BE DELAYED FOR MORE THAN 14 DAYS. REPORTING STOCKPILE LOCATION
17. CONTRACTOR IS TO PROVIDE AN UPDATED PROGRAM OF ESC MAINTENANCE AND CONTROL OF ALL STAGES OF WORK FOR APPROVAL
SEDIMENT FENCE BY THE SUPERINTENDENT.
10. FOR SEDIMENT FENCE STANDARD DETAIL AND SPECIFICATION REFER TO NOOSA SHIRE COUNCIL STANDARD DRAWING ESC-04 AND
ESC-05, OR ALTERNATIVELY INTERNATIONAL EROSION CONTROL ASSOCIATION AUSTRALASIA (IECA) BEST PRACTICES STANDARD
DRAWINGS SF-01 AND SF-02 SEDIMENT FENCE.
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DEVELOPMENT
SUNSHINE GROVE PTY LTD TITLE: STATUS:
D 19/12/22 RFI UPDATE BRP JB BRP 9 KAURI STREET EROSION AND SEDIMENT MATERIAL CHANGE OF USE
© ABN 89 647 469 707 C
B
19/12/22
28/10/22
POD A UPDATE
RFI ISSUE
BRP
BRP
BRP
BRP
COOROY, QLD, 4563 BEN PARRY CONTROL LAYOUT PLAN AND
RPEQ: 28084
37 MARY ST
NOOSAVILLE, QLD 4566
A 10/08/22 COMBINED MCU AND OP WORKS ISSUE JAC BRP JB SCALE:
CPEng NER
AND DETAILS OPERATIONAL WORKS
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:200 DATE: 13/01/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
C20 20220156 A1 D
Page 25
EARTHWORKS NOTES
1. FOR GENERAL NOTES REFER DWG C01, WHICH IS TO BE REQUESTED AND VIEWED PRIOR TO COMMENCEMENT OF
EW LEGEND
Lower_value Upper_value Colour CONSTRUCTION IF NOT SUPPLIED.
2. IT IS RECOMMENDED THAT THE GEOTECHNICAL CONSULTANT BE CONTACTED TO CONFIRM THE SOIL CONDITIONS PRIOR TO
-2.2 to -2.1 m EARTHWORKS COMMENCING.
3. GRASS AND TOPSOIL SHALL BE STRIPPED TO A MINIMUM DEPTH OF 100MM OVER THE EXTENT OF THE WORKS UNLESS
-2.1 to -2.0 m DIRECTED OTHERWISE AND STOCKPILED WHERE REQUIRED FOR FILL OF LANDSCAPING AREAS. TOPSOIL MATERIALS MUST NOT
BE USED IN STRUCTURAL FILL.
-2.0 to -1.9 m 4. UNSUITABLE NATURAL MATERIALS SUCH AS SATURATED, LOOSE OR SOFT MATERIALS ENCOUNTERED SHOULD BE REMOVED
DURING SUBGRADE PREPARATION FOR BULK EARTHWORKS. ALL UNSUITABLE MATERIAL TO BE REMOVED FROM SITE AT
-1.9 to -1.8 m CONTRACTORS EXPENSE.
5. COMPACTION OF THE EXPOSED SAND SUBGRADE REQUIRES SUBSTANTIAL VOLUMES OF WATER COMBINED WITH VIBRATORY
-1.8 to -1.7 m
COMPACTION EQUIPMENT(E.G VIBRATING PLATE OR MINIMUM 4 TONNE VIBRATING SMOOTH DRUM ROLLER). CARE MUST BE
TAKEN TO ENSURE THERE ARE NO IMPACTS ON SURROUNDING STRUCTURES. MATERIAL TO BE COMPACTED IN ACCORDANCE
-1.7 to -1.6 m
WITH GEOTECHNICAL REPORT AND AS1289.
6. TEMPORARY SWALE DRAINS TO BE PROVIDED ALONG CREST AND TOE OF ANY CUTS AND ABOVE FILL BATTERS GRADING
-1.6 to -1.5 m
DISCHARGE TO A CONTROL POINT FOR DISCHARGE TO EXISTING STORMWATER INFRASTRUCTURE IN ROAD RESERVE.
N
-1.5 to -1.4 m 7. A MINIMUM 150MM THICK GRANULAR WORKING PLATFORM MAY BE REQUIRED ON SOIL SUBGRADES ALONG HAUL ROADS AND
LAYDOWN AREAS TO IMPROVE TRAFFICABILITY. SPECIFIC PLATFORM DESIGN WOULD BE REQUIRED PRIOR TO MOBILISATION
-1.4 to -1.3 m AND TRAFFICKING OF ANY HEAVY MOBILE PLANT ON THE SITE.
8. IMPORTED GENERAL FILL MATERIAL SHALL BE SUPPLIED AND COMPACTED WHERE UNSUITABLE NATURAL MATERIALS ARE
-1.3 to -1.2 m LOCATED AND AS OTHERWISE NECESSARY TO OBTAIN SUBGRADE/PLATFORM LEVEL. IMPORTED GENERAL FILL MATERIAL
SHALL BE CLEAN GRADED MATERIAL FREE OF ORGANIC MATTER AND STONES, WITH MAXIMUM PARTICLE SIZE OF 100mm AND
-1.2 to -1.1 m CAPABLE OF BEING COMPACTED INTO COHERENT FILLING TO THE SPECIFIED STANDARD. THE MATERIAL SHALL HAVE A
MAXIMUM PLASTICITY INDEX OF 15%, A SHRINK-SWELL INDEX OF LESS THAN OR EQUAL TO 1% AND A MINIMUM C.B.R. OF 10%.
-1.1 to -1.0 m 9. ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE CONTENT FOR STANDARD COMPACTION.
10. ANY PROPOSED RETAINING WALL WORKS MUST BE WHOLLY WITHIN THE PROPERTY BOUNDARY OF THE SUBJECT SITE,
-1.0 to -0.9 m INCLUDING REAR OF RETAINING WALL DRAINAGE INFRASTRUCTURE FOR RETAINING WALLS IN CUT. RETAINING WALLS ARE TO
BE PREPARED IN ACCORDANCE WITH STRUCTURAL ENGINEERS SPECIFICATIONS, AND IN CONFORMANCE WITH CONSTRUCTION
-0.9 to -0.8 m REQUIREMENTS OF GEOTECHNICAL REPORT.
11. REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR CONFIRMATION OF RETAINING WALL COLOUR AND FINISH.
-0.8 to -0.7 m
12. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 1' SOIL ENGINEERING SUPERVISION IN ACCORDANCE
28.00m 27.99m 27.99m
-0.7 to -0.6 m
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
-0.6 to -0.5 m CUT AND THE CONTROLLED FILL IS SUITABLE FOR PURPOSE TO THE REQUIRED BEARING CAPACITY UNDER THE
PLATFORM/STRUCTURES AS SPECIFIED BY THE GEOTECHNICAL REPORT.
-0.5 to -0.4 m 13. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED TO 98% STANDARD MAXIMUM DRY DENSITY OR A DRY
DENSITY INDEX OF AT LEAST 75% IN ACCORDANCE WITH THE GEOTECHNICAL REPORT IN LAYERS OF 250MM LOOSE THICKNESS
-0.4 to -0.3 m (PRIOR TO COMPACTION).
14. COMPACTION TESTING TO BE CARRIED OUT AT A MINIMUM OF TWO TESTS PER VERTICAL LIFT WHERE STRUCTURAL FILL
-0.3 to -0.2 m HEIGHTS EXCEED 300MM IN ACCORDANCE WITH AS3798. CONTRACTOR TO UNDERTAKE ALL EARTHWORKS TESTING IN
ACCORDANCE WITH GEOTECHNICAL ENGINEER AND LOCAL AUTHORITY REQUIREMENTS.
-0.2 to -0.1 m 15. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN ACCORDANCE WITH LANDSCAPE DRAWINGS.
31
A
16. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING LEVELS.
-0.1 to 0.0 m
17. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED MANAGEMENT PLANS.
0.00m
76.34m
0.0 to 0.1 m 18. CONTRACTOR TO ENSURE SUITABLE EROSION CONTROL MEASURES ARE INSTALLED INCLUDING BUT NOT LIMITED TO SHAKE
DOWNS, SILT FENCE ETC IN ACCORDANCE WITH EROSION AND SEDIMENT CONTROL PLAN.
0.1 to 0.2 m 19. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL BATTERS OR RETAINING WALLS (TEMPORARY OR PERMANENT)
AS PER RELEVANT AUSTRALIAN STANDARDS AND LEGISLATION.
0.2 to 0.3 m 20. 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
0.3 to 0.4 m WHERE REASONABLY PRACTICAL TO RESTRICT DUST MOVEMENT.
21. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR
0.4 to 0.5 m AND RECEIVE WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
22. ALL EXCAVATIONS ARE TO BE CONDUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEER.
0.5 to 0.6 m FILL
TEMPORARY UNSURCHARGED CUTS IN LOOSE TO VERY LOOSE SAND TO BE FORMED AT 1V:2H, AND IN MEDIUM DENSE SAND AT
1V:1H FOR BATTERS UP TO 3M IN HEIGHT. DEEPER CUTS ARE TO BE ASSESSED BY THE GEOTECHNICAL ENGINEER. PERMANENT
0.6 to 0.7 m
CUT AND FILL BATTERS TO BE A MAXIMUM 1V:2.5H.
0.00m 0.00m 0.00m 23. EARTHWORKS FILL BATTERS TO BE MAXIMUM OF 1M IN HEIGHT, OR OTHERWISE RETAINED.
0.7 to 0.8 m
24. WHERE THE ABOVE TEMPORARY BATTER SLOPES CAN NOT BE ACHIEVED, TEMPORARY SHORING WILL BE REQUIRED UNDER
0.8 to 0.9 m THE ADVICE OF A SPECIALIST SHORING CONTRACTOR.
B C D
32 33 25. EXCAVATIONS IN PROXIMITY TO EXISTING STRUCTURES WILL REQUIRE SPECIFIC DESIGN TO PREVENT UNDERMINING WHICH
32
0.9 to 1.0 m SHOULD BE CARRIED OUT BY A SUITABLY QUALIFIED AND EXPERIENCED RPEQ STRUCTURAL ENGINEER.
26. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT ANY CONSTRUCTED CUT/FILL BATTERS AND RETAINING
1.0 to 1.1 m STRUCTURES ON THE SITE HAVE ACHIEVED ADEQUATE STABILITY WITH A LONG-TERM FACTOR OF SAFETY AGAINST
GEOTECHNICAL FAILURES TO THEIR SATISFACTION.
1.1 to 1.2 m 27. EARTHWORKS LEVELS SHOWN ARE NOMINALLY 200MM BELOW FINISHED SURFACE LEVELS INCLUSIVE OF TOPSOIL LAYER.
CONTRACTOR TO CONFIRM FINISHED SURFACE LEVLS BASED ON STRUCTURAL ENGINEERING DRAWINGS FOR BUILDING SLAB
1.2 to 1.3 m THICKNESSES AND HYDRAULIC DRAWINGS FOR SUB-FLOOR DRAINAGE TO CONFIRM EARTHWORKS SURFACE LEVEL.
28. ANY PRELOADING REQUIRED IS TO OCCUR IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEERS REQUIREMENTS.
1.3 to 1.4 m
CONTRACTOR TO ALLOW FOR THE IMPORT AND REMOVAL OF ALL NECESSARY MATERIAL TO UNDERTAKE THE PRELOADING
OPERATIONS.
1.4 to 1.5 m
29. REFER ARCHITECTURAL DRAWINGS FOR BUILDING SETOUT.
TOTAL CUT -923.275 m³
TOTAL FILL 418.140m³
TOTAL BALANCE -505.135m³
IE EXCESS OF CUT OVER FILL 505.135m³
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED RESIDENTIAL DEVELOPMENT
SUNSHINE GROVE PTY LTD TITLE: STATUS:
D 19/12/22 RFI UPDATE BRP JB BRP 9 KAURI STREET BULK EARTHWORKS MATERIAL CHANGE OF USE
© ABN 89 647 469 707 C
B
19/12/22
28/10/22
POD A UPDATE
RFI ISSUE
BRP
BRP
BRP
BRP
COOROY, QLD, 4563 BEN PARRY LAYOUT PLAN AND
RPEQ: 28084
37 MARY ST
NOOSAVILLE, QLD 4566
A 10/08/22 COMBINED MCU AND OP WORKS ISSUE JAC BRP JB SCALE:
CPEng NER
OPERATIONAL WORKS
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:200 DATE: 13/01/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
C30 20220156 A1 D
The text continues on page 26.
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