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20210153 - Maple Street SWMP
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a = Oe "0 45 Maple St 20210153 Mark Melville c/- Push Stormwater Management Plan March 2022
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Full text of sections 2 to 25 (of 67)
Section 2
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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
E [email protected]
W recorconsulting.com
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Report title Stormwater Management Plan
Document code 20210153-SWMP01 Project number 20210153
File path C:\12dS\data\RecorSYN\20210153 Maple St_244\03 Engineering\00
Report\Stormwater\RECOR Preliminary Stormwater Management Report - 20210121.docx
Client Mark Melville c/- Push
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 31/03/2021 Initial Version B. Parry N. Wagstaff
Current revision 0
Approval
Author signature Approver signature
Name B. Parry Name N. Wagstaff
Title Civil Engineer Title NSW Manager
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Section 3
Contents
Introduction..........................................................................................................................................4
Site Details ...........................................................................................................................................5
2.1. Existing Site Description ...................................................................................................................... 5
2.2. Existing Drainage Patterns .................................................................................................................. 5
2.3. Proposed Development Drainage Pattern ......................................................................................... 7
2.4. Flood Considerations ........................................................................................................................... 8
Stormwater Quantity ............................................................................................................................9
3.1. Pre-Post Comparison .......................................................................................................................... 9
Stormwater Quality ........................................................................................................................... 13
4.1. Construction Phase ........................................................................................................................... 13
4.2. Operational Phase ............................................................................................................................ 14
Conclusion ........................................................................................................................................ 20
Appendices
Appendix A
Proposed Concept Plans
Appendix B
DRAINS Modelling Parameters & Results
Appendix C
Ecosol Technical Specification
Appendix D
Bioretention Inspection Checklist
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Section 4
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. Project number 20210153 File RECOR Preliminary Stormwater Management Report - 20210153.docx, 2022-03-31 Page 4 of 26 Revision 0 P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Section 5
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 is expected to typically drain as overland surface flows towards the east 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
appeared blocked with dirt.
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. Roof run-off from the building is carried by downpipes which are believed to discharge via
the observed outlets in the retaining wall.
The surface run-off will drain towards the east into Myall Street, where a downstream kerb inlet pit is
the nearest stormwater infrastructure and likely point of collection for the existing run-off.
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Section 6
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2021)
2.2.1 Stormwater Catchments
Figure 2.2 – Existing Catchments Plan
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Section 7
2.3. Proposed Development Drainage Pattern
2.3.1 Stormwater Concept
Stormwater run-off from the site will be managed through a combination of pit inserts, 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
drainage system downstream of the site.
Stormwater drainage lines will be installed to captured surface run-off from the driveway and
hardstand areas throughout the proposed development area. Pit inserts will be provided in the
driveway pits to reduce gross pollutants and sediment loading in the run-off.
Roof water from the new buildings is to be drained via downpipes into a large stormwater detention
area with 50kL of attenuation storage that is used to reduce the overall developed site flows to pre-
development levels.
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 minor flows, while providing an overflow path towards Myall Street for larger
storm events. The treated run-off will be collected by subsurface drains and an inlet pit at the end of
the swale allowing for the run-off to be discharged into the drainage system in Myall Street.
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 to be conveyed through the stormwater network and
discharged into Myall Street. As the proposed attenuation measures restrict stormwater quantity
peak flows from the development to existing levels, there is considered to be no worsening to the
downstream network to which the site will discharge and therefore sufficient capacity is available to
service the development.
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 Concept Plan for the proposed stormwater drainage layout plan
illustrating the concept described above.
2.3.2 Stormwater Catchments
A schematic layout plan of the proposed development and its drainage catchments as described in
the previous sections is shown below in Figure 2.3 – Proposed Catchments Plan.
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Section 8
Figure 2.3 – Proposed Catchments Plan
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.
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Section 9
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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Section 10
The configuration of the catchment areas for pre-development and post-development areas are
shown in Figure 3.2 – DRAINS Pre-development catchment, Figure 3.3 – DRAINS Post-development
catchment respectively.
Figure 3.2 – DRAINS Pre-development catchment
Figure 3.3 – 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.
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Section 11
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 0.045 0.073 0.028 62%
50% 0.054 0.085 0.031 57%
0.2 EY 0.103 0.128 0.025 24%
10% 0.129 0.149 0.02 16%
5% 0.159 0.174 0.015 9%
2% 0.196 0.199 0.003 2%
1% 0.215 0.223 0.008 4%
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.
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 600mm 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.
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Section 12
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 0.045 0.038 -0.007 -16%
50% 0.054 0.045 -0.009 -17%
0.2 EY 0.103 0.09 -0.013 -13%
10% 0.129 0.116 -0.013 -10%
5% 0.159 0.14 -0.019 -12%
2% 0.196 0.167 -0.029 -15%
1% 0.215 0.184 -0.031 -14%
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.
The stormwater pit on Myall Street is proposed as the lawful point of discharge for the development.
As the existing site run-off drains towards Myall Street and is conveyed through the kerb and channel
to the existing kerb inlet pit in Myall Street, the stormwater system capacity of this drainage network
is not considered to be worsened by the development. Peak flows from all storm events are reduced
through the implementation of the stormwater attenuation measures, therefore the proposed
stormwater discharge will reduce the demand on the downstream network.
.
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Section 13
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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Section 14
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.
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.
• An OSD area providing 50kL of detention storage will connected to collect roof run-off
from the proposed unit buildings to reduce peak flows from the development to existing
levels.
• Ecosol litter baskets with 1.5mm mesh (or similar) are to be provided to pits within the
driveway to provide primary filtration by preventing gross pollutants and litter from
entering the stormwater network.
• A 22m² 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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Section 15
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 16
Figure 4.3 - MUSIC Stormwater Treatment Train
4.2.1.1. Detention Tank
The detention tank has been modelled as a rainwater tank where the overflow is considered the low
flow outlet and no reuse or storage volume is modelled. The OSD has been conceptually modelled
as two 25kL tanks with a single 55mm orifice plate as the low flow outlet however the final OSD tank
arrangement will be confirmed with Op Works approval.
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Section 17
Figure 4.4 – 50kL Attenuation Tank node configuration
4.2.1.1. Pit inserts
The pits within the driveways are to be treated by Ecosol litter baskets with 1.5mm screening mesh.
The litter baskets are modelled as a single generic treatment node with pollutant removal
configured as per the Ecosol Technical Specification (refer Appendix ). 5 pits located within the
driveway will be fitted with the litter baskets, so a high flow bypass of 0.530m³/s (5x106L/s) is set for
the node.
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.
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Section 18
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.
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
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Section 19
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) 486.4 71.21 80 85.36
Total Phosphorus (kg/yr) 1.04 0.235 60 77.31
Total Nitrogen (kg/yr) 6.661 2.79 45 58.16
Gross Pollutants (kg/yr) 63.84 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.
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Section 20
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 is captured internally and discharge into the Council
stormwater infrastructure on Myall Street as the legal point of discharge.
• The existing and proposed development site have been modelled for the critical design
storm events for the site, which found attenuation would be required. Provision of a 50kL
attenuation tank with a 55mm low flow orifice 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.
• 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 diverted to the attenuation tanks for flow mitigation. Run-
off from the driveways will be treated using pit inserts within the driveway pits to provide
filtration of gross pollutants. All run-off captured within the site will be conveyed to a
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.
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Section 21
Appendix A Proposed Concept Plans Project number 20210153 File RECOR Preliminary Stormwater Management Report - 20210153.docx, 2022-03-31 Page 21 of 26 Revision 0 P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Section 22
MCU
NOT FOR CONSTRUCTION
COOROY NDIS RESIDENTIAL DEVELOPMENT
45 MAPLE STREET, COOROY, QLD 4563
CIVIL WORKS
NOTE: 10. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN CLOSE
PROXIMITY TO NEIGHBOURING LOT BOUNDARIES OR INFRASTRUCTURE,
THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS CONTRACTOR TO ALLOW IN SCOPE OF WORKS TO PROVIDE ALL MEASURES
BEFORE ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR IS TO NECESSARY TO ENSURE THE INTEGRITY OF EXISTING BOUNDARIES AND
PROVIDE A MINIMUM OF 72 HOURS NOTICE TO RECOR FOR REQUIRED INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW VIBRATION
INSPECTIONS. SHOULD THE CONTRACTOR FAIL TO REQUEST AN INSPECTION, EQUIPMENT, TRENCH SHORING ETC AS REQUIRED.
THE CONTRACTOR WILL BE RESPONSIBLE FOR ALL COSTS TO ALLOW FOR THE
WORKS TO BE INSPECTED TO THE SATISFACTION OF RECOR. ANY INSPECTIONS 11. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON
THAT FAIL ARE TO BE RE-INSPECTED WITH ALL REINSPECTION COSTS TO BE PAID THESE DRAWINGS, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE
BY THE CONTRACTOR. WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
a. PRESTART 12. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL
CONSTRUCTED WORKS IN ACCORDANCE WITH LOCAL GOVERNMENT
b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF SEDIMENT REQUIREMENTS. UNLESS OTHERWISE ADVISED BY RECOR CONTRACTOR TO
AND EROSION CONTROL MEASURES UNSUITABLE GROUND NOTE COUNCILS ADAC REQUIREMENTS.
c. SIDE AND CUT OFF DRAINS 13. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH RELEVANT
d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL APPROVALS.
e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT 14. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL,
LANDSCAPE AND OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL
f. STORMWATER STRUCTURE BASE SLABS CONSTRUCTION.
g. SEWER RETICULATION 15. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR DEMOLITION
h. WATER RETICULATION WORKS COMMENCING ON SITE.
i. PAVEMENT SUBGRADE 16. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS
AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O.
j. PAVEMENT REINFORCING
17. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING
k. PAVEMENT PRIOR TO SEALING (PRESEAL) PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT
l. RETAINING WALL FOOTING REINFORCING OF ANY WORKS ON SITE.
m. RETAINING WALL BLOCKWORK PRIOR TO CORE FILL 18. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS IDENTIFIED
IN THE APPROVED VEGETATION MANAGEMENT PLAN. CONTRACTOR TO
n. STEEL REINFORCEMENT OF CONCRETE STRUCTURES ENSURE ALL TREE ROOTS AND STUMPS ARE COMPLETELY REMOVED AND
SUBJECT SITE
o. PRACTICAL COMPLETION BACKFILLED TO LEVEL 1 SUPERVISION. CONTRACTOR TO ALLOW TO MULCH
ALL CLEARED VEGETATION AND STOCKPILE ON SITE OR REMOVE FROM SITE
p. ON MAINTENANCE AS DIRECTED.
q. OFF MAINTENANCE 19. DRAWINGS TO BE READ IN CONJUNCTION WITH THE FOLLOWING
r. ANY OTHER INSPECTION AS SPECIFIED BY LOCAL COUNCIL (REFER CONSULTANTS/CONTRACTORS DRAWINGS:
DEVELOPMENT APPROVAL) SURVEYOR: MAX WATTERSON AND ASSOCIATES
s. ANY OTHER INSPECTION AS REQUIRED BY UNITY WATER AND WHERE ARCHITECT: PUSH PTY LTD
RELEVANT TO THEIR CERTIFICATION SCHEME
HYDRAULICS: TBA
STRUCTURAL: RECOR
GENERAL NOTES
LANDSCAPE: TBA
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN.
20. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT AUTHORITY: 31/03/2022
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. ROAD OPENING PERMIT AND TRAFFIC MANAGEMENT PLAN FOR ALL WORKS
CONTRACTOR TO ALLOW FOR ALL MEANS NECESSARY TO ACCURATELY WITHIN COUNCIL ROAD RESERVES. CONTRACTOR TO ALLOW FOR ALL COSTS EA ID: 2557785
RPEQ: 26443
SETOUT THE WORKS. ASSOCIATED WITH IMPLEMENTATION OF THE TMP.
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT 21. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH ALL LOCAL DO NOT SCALE, IF IN DOUBT ASK!
SPECIFICATIONS AND WHERE FURTHER DETAILS ARE REQUIRED THE AUTHORITY APPROVALS RECEIVED FOR THE PROJECT LOCALITY PLAN
CONTRACTOR SHALL REFER TO NOOSA SHIRE COUNCIL DEVELOPMENT
GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, ASSOCIATED 22. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH OPW NOT TO SCALE
STANDARD DRAWINGS AND SPECIFICATIONS U.N.O. APPROVALS BY COUNCIL.
4. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED OUTSIDE OF 23. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE
BOUNDARY WITHOUT FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF
THE TOLERANCES SPECIFIED WITHIN THE PROJECT SPECIFICATION AND
LOCAL AUTHORITY REQUIREMENTS, THE CONTRACTOR WILL RECTIFY AT THAT LAND INCLUDING BUT NOT LIMITED TO PRIVATE PROPERTY, ROAD DRAWING SCHEDULE
THEIR COST INCLUSIVE OF ANY ADDITIONAL COSTS INCURRED BY RECOR. RESERVE, PARKS/OPENSPACE, EASEMENTS.
DRAWING
5. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS 24. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION DRAWING TITLE REVISION
SUCH THEIR ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY IS DRAWINGS AND APPROVALS ON SITE AT ALL TIMES. NUMBER
28/03/22 MCU ISSUE
TAKEN BY RECOR OR THE PRINCIPAL FOR THE ACCURACY AND 25. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN C01 COVER SHEET AND LOCALITY PLAN A A
Rev Date Description
JAC BRP
By Chk
COMPLETENESS OF THIS INFORMATION. IT IS THE RESPONSIBILITY OF THE ACCORDANCE WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN AND
CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND LEVEL OF ALL CONSTRUCTION CODE (2013).
C10 EXISTING SITE SERVICES PLAN A
EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY WORKS. ANY
DISCREPANCIES SHALL BE REPORTED TO THE SUPERINTENDENT.
C20 EROSION AND SEDIMENT CONTROL A
CONTRACTOR TO LOCATE AND PROTECT SERVICES AS REQUIRED DURING PLAN AND DETAILS
PROPOSED WORKS.
C30 BULK EARTHWORKS PLAN A
6. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND
SURVEY ALL CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SHOWN C31 BULK EARTHWORKS SECTIONS A [email protected]
ON THE DRAWINGS INCLUDING ANY POTENTIAL EXISTING SERVICES CLASHES 37 MARY ST NOOSAVILLE, QLD
PRIOR TO COMMENCEMENT OF CIVIL WORKS. CONTRACTOR TO IMMEDIATELY C40 EXISTING STORMWATER CATCHMENT A
07 5211 1003
REPORT ANY DISCREPANCIES TO RECOR AND AWAIT FORMAL DIRECTION PLAN Client
PRIOR TO COMMENCING CIVIL WORKS.
C41 PROPOSED STORMWATER A MARK MELVILLE
7. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS SHALL
BE RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, FOOTPATHS, CATCHMENT PLAN Project Name
PROPOSED NDIS ACCOMODATION
CONCRETE AREAS, GRAVEL AREAS, GRASSED AREAS AND ROAD C50 ROADS AND DRAINAGE PLAN A 45 MAPLE ST
PAVEMENTS.
8. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO
C51 DRIVEWAY SECTIONS A COOROY QLD 4563
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR C52 ROADS AND DRAINAGE DETAILS A Title
REINSTATEMENT TO BE CARRIED OUT IMMEDIATELY TO THE SATISFACTION COVER SHEET AND LOCALITY PLAN
OF INFRASTRUCTURE OWNER/MANAGER / AUTHORITY/COUNCIL. C53 STORMWATER SECTIONS 1 A
9. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL C54 STORMWATER SECTIONS 2 A
WORKPLACE HEALTH AND SAFETY REQUIREMENTS.
C60 SIGHT LINE LAYOUT AND SECTIONS A
C61 VEHICLE SWEPT PATHS PLAN A Project No.
20210153
Discipline
CIVIL
Status
APPROVAL
Designed By Drawn By Scale
(at
BRP JAC AS INDICATED A3)
Drawing No. Revision
C01 A
MCU
NOT FOR CONSTRUCTION
Section 23
MCU
W
NOT FOR CONSTRUCTION
W
TO BE REMOVED /
DEMOLISHED
E
W
EXISTING GRAVEL DRIVEWAY
3
TO BE REMOVED AND
RP52184
W
REPLACED WITH NEW
3
E
W
E
RP112204
W
E
E
W
E
E
W
E
CONTRACTOR TO EXCAVATE AND
LOCATE EXISTING ELECTRICAL
W
CONNECTION AND PROTECT
DURING CONSTRUCTION WORK
E
4
E
W
E
RP112204
EXISTING FENCES
W
TO BE REMOVED
115
E
S
EXISTING TREES TO BE CLEARED
121
W
AND GRUBBED
E
6
S
E
11
E
EXISTING TREES TO BE CLEARED
W
E
E EXISTING RETAINING WALL TO BE
AND GRUBBED
E
S
REMOVED
7
EXISTING CONCRETE TO 11 S
S
BE REMOVED
E
S
S
W
E
8
E
11
W
MH: S
LL:114.51
4
S
11
E
W
E
W
120
E
S
119
S CONTRACTOR TO EXCAVATE,
LOCATE AND REMOVE OR CAP
S
EXISTING SEWER & WATER
W
CONNECTIONS.
W
E
S
E
2
12
EXISTING CONCRETE
S
DRIVEWAY TO BE REMOVED
W
WM
EXISTING ADDITION TO BE
AND MADE GOOD
W
REMOVED AND EXISTING
DWELLING MADE GOOD
S
E
E
S
W
S
W
S
E
E
W
S
W
115
4
ALL PALMS TO BE
S
11
E
CLEARED AND GRUBBED
E
E
6
W
MH: 11 H
LL:120.69
S
2
IL:1 S water re
121
12
Unit
EXISTING STRUCTURES TO BE
19.3
y
7
REMOVED. ALL ASSOCIATED
E
W
11
5 by coSrds
31/03/2022
123
E
GARDENS AND IMPERVIOUS
CONTRACTOR TO EXCAVATE AND 3
W
SURFACES TO BE REMOVED
LOCATE EXISTING WATER RP99323 19 EA ID: 2557785
RPEQ: 26443
CONNECTION AND PROTECT C5605
123
DURING CONSTRUCTION WORK
8
11
S
W
DO NOT SCALE, IF IN DOUBT ASK!
E
E
S
EXISTING TREES TO BE CLEARED EXISTING TREES TO BE CLEARED
AND GRUBBED AND GRUBBED
W
S
119
E
E
S
0
19
12
S
C5605
1
E
E
S
A 28/03/22 MCU ISSUE JAC BRP
Rev Date Description By Chk
E
E
NOTE:
1. FOR GENERAL NOTES REFER DWG No. C01, WHICH IS TO BE REQUESTED AND 8. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES ON SITE AND MAKE SUITABLE [email protected]
VIEWED PRIOR TO COMMENCEMENT OF CONSTRUCTION IF NOT SUPPLIED. ARRANGEMENTS TO HAVE DISCONNECTED PRIOR TO DEMOLITION WORKS NOTE: 37 MARY ST NOOSAVILLE, QLD
BEGINNING. EXCEPT WHERE NOTED ON PLAN AND ASSOCIATED DESIGN
2. THE CONTRACTOR WILL MAKE HIMSELF FULLY AWARE OF THE EXISTING FEATURES 07 5211 1003
9. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS DRAWINGS, ALL IN-GROUND SERVICES WITHIN THE PROPERTY
OF THIS SITE AND ENSURE ANY ADDITIONAL WORKS NOT SHOWN ON THIS PLAN ARE BOUNDARY INCLUDING BUT NOT LIMITED TO: STORMWATER Client
INCLUDED IN THE CONTRACT. DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN
CONFIRMATION THAT WORKS CAN COMMENCE.
DRAINAGE, SEWERAGE, WATER, GAS, ELECTRICAL AND MARK MELVILLE
COMMUNICATIONS TO BE SAFELY BE DISCONNECTED, REMOVED
3. LOCATION AND DEPTH OF EXISTING SERVICES BASED ON SURVEY, DBYD AND FROM SITE AND CAPPED OFF AT SITE BOUNDARY. CONTRACTOR TO Project Name
COUNCIL RECORDS. IT IS THE CONTRACTORS RESPONSIBILITY TO CONFIRM ACTUAL 10. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING PROPERTIES ARRANGE ALL NECESSARY APPLICATIONS AND PERMITS WITH THE PROPOSED NDIS ACCOMODATION
LOCATION AND DEPTH PRIOR TO CARRYING OUT ANY EXCAVATION OR TRENCHING AND COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT OF ANY WORKS ON RELEVANT AUTHORITIES. SERVICES TO BE CAPPED IN 45 MAPLE ST
WORKS. SITE. ACCORDANCE WITH RELEVANT SERVICE PROVIDER
SPECIFICATIONS AND STANDARD DETAILS COOROY QLD 4563
4. CONTRACTOR TO LOCATE AND PROTECT ALL EXISTING SERVICES ON SITE PRIOR TO 11. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS AND
COMMENCEMENT OF WORKS. SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O. Title
EXISTING SITE SERVICES PLAN
5. CONTRACTOR TO ORGANISE ANY REQUIRED DEMOLITION PERMITS PRIOR TO ANY 12. WHERE NECESSARY, CONTRACTOR SHALL OBTAIN ALL NECESSARY APPROVALS TO
DEMOLITION WORKS COMMENCING ON SITE. CARRY OUT SERVICES RELOCATION OR ALTERATIONS.
6. ALL VEGETATION WITHIN THE LIMIT OF WORKS TO BE CLEARED & GRUBBED, 13.
MULCHED AND REMOVED FROM SITE OR IF SCHEDULED STOCKPILE FOR USE BY
LANDSCAPER.
Project No. Discipline Status
7. HOLES REMAINING AFTER GRUBBING OF STUMPS ARE TO BE BACKFILLED WITH 20210153 CIVIL APPROVAL
SOUND MATERIAL COMPACTED TO THE RELATIVE DENSITY OF MATERIAL IN THE Designed By Drawn By Scale
(at
SURROUNDING GROUND. BRP JAC AS INDICATED A3)
Drawing No. Revision
C10 A
Section 24
300mm
MCU
MIN
FLOW CONTROL BERM INCORPORATED INTO THE
ROCK PAD IF THE THE PAD RECEIVES RUNNOFF
MINIM FROM THE BUILDING SITE (LOCATION MAY VARY).
E
UM LE
NGTH
10M NOT FOR CONSTRUCTION
MAKE
40 - 75mm CRUSHED ROCK FOR P FOOTPATH
)
3 UP-SLOPE RUNOFF DIRECTED
IN
EDEST S
RIAN T AFE
(M
RP52184 TO AN APPROPRIATE RAFFIC
0m
SEDIMENT TRAP. . STABILISED SITE ACCESS AS
2.
PER DETAIL 1
3
TH
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ID
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RP112204 KERB
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SEDIMENT FENCE AS PER
U
|S| |S|
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200mm
R
150 -
PE
|S|
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GEOTEXTILE FILTER ROADWAY FLOW DIVERSION BANK AS
PR
| S|
FABRIC (MANDATORY PER DETAIL 3
|S|
E
WHEN WORKING ON
PROVIDE TEMPORARY CLAY SOILS).
CONSTRUCTION ENTRY/EXIT.
REFER TO DETAIL 1. INDICATIVE STOCKPILE AREA
|S|
E
AS PER DETAIL 4
4
RP112204
1 TEMPORARY CONSTRUCTION ENTRY/EXIT
115
10 C20 ORTHOGRAPHIC N.T.S
00
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IN
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11
INSTALLATION
E
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7
11 S
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1. INSPECT ALL SITE ENTRY AND EXIT POINTS PRIOR TO FORECAST RAIN, DAILY
PROVIDE TEMPORARY SEDIMENT |S| S
S DURING EXTENDED PERIODS OF RAINFALL, AFTER RUNOFF-PRODUCING
E FENCE. REFER TO DETAIL 2.
8
|S| RAINFALL, OR OTHERWISE AT FORTNIGHTLY INTERVALS.
11
MH: S
2. IF SAND, SOIL, SEDIMENT OR MUD IF TRACKED OR WASHED ONTO THE ADJACENT
|S|
LL:114.51
|S|
|S| SEALED ROADWAY, THEN IT MUST BE REMOVED USING A SHOVEL AND THEN A
4
STIFF BRISTLED BROOM, AND THEN BY A VACUUM IF AVAILABLE.
S
11
|S|
E
3. IF NECESSARY FOR SAFETY REASONS, THE ROADWAY SHALL ONLY BE WASHED
CLEAN AFTER ALL REASONABLE EFFORTS HAVE BEEN TAKEN TO SHOVEL AND
120
|S|
|S|
S
119
SWEEP THE MATERIAL FROM THE ROADWAY.
|S|
4. WHEN THE VOIDS BETWEEN THE ROCK BECOMES FILLED WITH MATERIAL AND
|S| THE EFFECTIVENESS OF THE ROCK PAD IS REDUCED TO A POINT WHERE
S
SEDIMENT IS BEING TRACKED OFFSITE, A NEW 100mm LAYER OF ROCK MUST BE
ADDED AND /OR THE ROCK PAD MUST BE EXTENDED.
|S|
5. ENSURE ANY ASSOCIATED DRAINAGE CONTROL MEASURES (E.G. FLOW
S
CONTROL BERM) ARE MAINTAINED IN ACCORDANCE WITH THEIR DESIRED
2
12
OPERATIONAL CONDITIONS,
6. DISPOSE OF SEDIMENT AND DEBRIS IN A MANNER THAT WILL NOT CREATE AN
S
WM
EROSION OR POLLUTION HAZARD.
|S|
PROVIDE TEMPORARY EARTH
BANK - LOW FLOW. REFER TO
S
DETAIL 3.
S
S
|S|
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S
G (MA
|S| SPACIN UR,
115
PROVIDE TEMPORARY
E D A T 20m THE CONTO E
LAC NG OP
STOCKPILE . REFER RNS' P D ALO ON SL
4
'RETU IS LOCATE DEPENDING
S
11
TO DETAIL 4.
E
|S| CE 0m
IF FEN 5 TO 1 1.5
6 RWISE m
MH: 11 OTHE (M
IN
LL:120.69 |S| H
)
S
2
|S|
IL:1 S water re
121
12
Unit
19.3
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7
11 IRE B
5 by coSrds
|S| ITH W m (MAX)
123
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RP99323
|S| 19 DI
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C5605 CT
123
|S|
8 IO
11 N
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|S| PROVIDE ROCK PAD ENERGY FL 31/03/2022
DISSIPATOR AT OUTLET. OW
|S|
S
EA ID: 2557785
RPEQ: 26443
|S| ALL SUPPORT POSTS PLACED
S
DOWN-SLOPE OF FABRIC
DO NOT SCALE, IF IN DOUBT ASK!
119
FABRIC
BURIED SEDIMENT FENCE FABRIC,
S
200mm NOT FILTER CLOTH OR SHADE
CLOTH
0
19
12
S
C5605
1
SP161937
S
2 SEDIMENT FENCE
C20 ORTHOGRAPHIC SCALE 1:50
A 28/03/22 MCU ISSUE JAC BRP
MAINTENANCE: Rev Date Description By Chk
STABILISE STOCKPILE
SURFACE 1. INSPECT SEDIMENT FENCE WEEKLY, AND AFTER SIGNIFICANT RAINFALL. UNDERTAKE
NECESSARY REPAIRS IMMEDIATELY.
CAN BE CONSTRUCTED WITH OR
EARTH BANK X.) 2:1 GRADIENT OF DRAIN WITHOUT CHANNEL 2. REPAIR ANY TORN SECTIONS WITH A CONTINUOUS PIECE OF FABRIC FROM POST TO
MA SL
P E( OP SEDIMENT FENCE 1% TO 5% POST.
FLOW LO E( ALL BATTER GRADES
S MA 3. IF FENCE BEGINS TO SAG BETWEEN POSTS. INSTALL ADDITIONAL SUPPORT POST.
2:1 X.) FLOW 2(H):1(V) MAX.
4. 1
REMOVE ACCUMULATED SEDIMENT IF THE SEDIMENT DEPOSIT EXCEEDS A DEPTH OF 3 [email protected]
THE HEIGHT OF THE FENCE. 37 MARY ST NOOSAVILLE, QLD
300 mm
07 5211 1003
MIN.
5. REPLACE THE FENCE FABRIC IF THE EXISTING FABRIC SERVICE LIFE IS GREATER THAN 6
MONTHS.
Client
2000 MIN MARK MELVILLE
4 STOCKPILES NOTE: Project Name
ELEVATION PROPOSED NDIS ACCOMODATION
C20 SCALE 1:50
1. SEDIMENT FENCES MUST INCORPORATE REGULAR 'RETURNS', GENERALLY AT A MAXIMUM
45 MAPLE ST
3 EARTH BANK - LOW FLOW 2.
20m SPACING, BUT CAN BE LESS AS THE SLOPE ALONG THE FENCE INCREASES.
MINIMUM FOUR STAPLES OR TIE WIRES PER STAKE COOROY QLD 4563
C20 ELEVATION SCALE 1:20
CONSTRUCTION NOTES
3. REFER TO APPROVED PLANS FOR LOCATION AND EXTENT. IF THERE ARE ANY CONCERN
Title
WITH THE LOCATION OR EXTENT, CONTACT THE ENGINEERS RESPONSIBLE FOR THE
WORKS. EROSION AND SEDIMENT CONTROL
1. PLACE STOCKPILES MORE THAN 2 (PREFERABLY 5) METRES FROM
EXISTING VEGATION, CONCENTRATIED FLOW, ROADS AND HAZARD
NOTE: 4. UNLESS OTHERWISE NOTED ENSURE FENCE IS LOCATED: PLAN AND DETAILS
ONLY TO BE USED AS TEMPORARY BANK WHERE MAXIMUM UPSLOPE LENGTH IS 80 METRES. I) ENTIRELY WITHIN THE PROPERTY BOUNDARY.
AREAS. II) ALONG A LINE OF CONSTANT ELEVATION WHERE POSSIBLE
2. CONSTRUCT ON THE CONTOUR AS LOW, FLAT ELONGATED MOUNDS.
3. WHERE THERE IS SUFFICIENT AREA, TOPSOIL STOCKPILES SHALL BE CONSTRUCTION NOTES: 5.
III) 2 METRES FROM THE TOE OF A FILLING OPERATION OR BATTER SLOPES
ENSURE FENCE IS PLACED IN A MANNER THAT AVOIDS HIGH FLOW RATES ALONG THE
LESS THAN 2 METRES HIGH. 1. BUILD WITH GRADIENTS BETWEEN 1 PERCENT AND 5 PERCENT.
4. WHERE THEY ARE TO BE PLACED FOR MORE THAN 10 DAYS, STABILISE LENGTH OF THE FENCE AND UNDESIRABLE DISCHARGE OF WATER AROUND THE ENDS OF Project No. Discipline Status
2. AVOID REMOVING TREES AND SHRUBS IF POSSIBLE - WORK AROUND THEM.
FOLLOWING THE APPROVED EXCP OR SWMP TO REDUCE C-FACTOR TO THE FENCE. 20210153 CIVIL APPROVAL
3. ENSURE STRUCTURES ARE FREE FROM PROJECTIONS OR OTHER IRREGULARITIES THAT COULD
LESS THAN 0.10. 6. REMOVE SEDIMENT FENCE ONLY ONCE AREAS UPSLOPE OF SEDIMENT FENCE ARE
IMPEDE FLOW/ Designed By Drawn By Scale
5. CONSTRUCT EARTH BANKS ON THE UPSLOPE SIDE TO DIVERT WATER 4. BUILD THE DRAINS WITH CIRCULAR, PARABOLIC OR TRAPEZOIDAL CROSS SECTIONS NOT V SUFFICIENTLY STABILISED TO PREVENT EROSION. REHABILITATE AND VEGETATE (at
BRP JAC AS INDICATED A3)
AROUND STOCK PIKES AND SEDIMENT FENCES 1 TO 2 METRES SHAPED. DISTURBED GROUND AS NECESSARY TO PREVENT EROSION
DOWNSLOPE. 5. ENSURE THE BANKS ARE PROPERLY COMPACTED TO PREVENT FAILURE. 7. ACCUMULATED SEDIMENT IS TO BE REMOVED IN A SUITABLE MANNER THAT WILL NOT Drawing No. Revision
CAUSE EROSION OR A POLLUTION HAZARD. A
6. COMPLETE PERMANENT OR TEMPORARY STABILISATION WITHIN 10 DAYS OF CONSTRUCTION. C20
Section 25
MCU
NOT FOR CONSTRUCTION
LEGEND
E 0 - 0.5m CUT AREA
3
RP52184
3
E
A
E
11
RP112204 0.5 - 1.0m CUT AREA
9.
97
E
E
11
9.
97
E
1.0 - 1.5m CUT AREA
BEAM
B3
S120 ELEVATION
SCALE 1:50 H, 1:10 V
T
12 11
E
0.
4
EE
60 9.
97
RP112204
RP112204
11
9.
STR
9
115
7 1.5 - 2.0m CUT AREA
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11
121
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6
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7
11 S
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B
11 11
6.
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11 30 5.
66
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9.
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8
9
11 7
11
9. MH: SS
8
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9
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9.
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86
119
0 - 0.5m FILL AREA
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12
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11 0.5 - 1.0m FILL AREA
9.
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MH: 9. 11 86 EW SPOT HEIGHT
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Unit
11 31/03/2022
19.3
11 6.
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9.9 11 30 7
9. 11
5 by coSrds
2 38
123
3
EA ID: 2557785
RPEQ: 26443
RP99323
RP99323 19
C5605
123
11
8 DO NOT SCALE, IF IN DOUBT ASK!
11 19
S
9.
66
C5605
S
D A
S
11
CUT AREA = 931.4m3
11
119
9. 9.
92 66
11
9.
FILL AREA = 206.9m3
S
92
19
12
0 BALANCE = 724.5m3 CUT
S
C5605
C5605
1 A 28/03/22 MCU ISSUE JAC BRP
SP161937
SP161937 Rev Date Description By Chk
S
EARTHWORKS NOTES 8. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 1' SOIL ENGINEERING TRACKS AND STOCKPILES AT A SUFFICIENT LEVEL TO SUPPRESS DUST GENERATION.
SUPERVISION IN ACCORDANCE WITH APPENDIX B OF AS 3798. THE NOMINATED GEOTECHNICAL ADDITIONALLY CONTRACTORS ARE TO COVER OR ENCLOSE STOCKPILES WHERE
1. FOR GENERAL NOTES REFER DWG C01, WHICH IS TO BE REQUESTED AND VIEWED PRIOR TO TESTING AUTHORITY SHALL PROVIDE CERTIFICATION THAT ALL GENERAL EARTHWORKS REASONABLY PRACTICAL TO RESTRICT DUST MOVEMENT.
COMMENCEMENT OF CONSTRUCTION IF NOT SUPPLIED. OPERATIONS HAVE BEEN CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS AND 19. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS DRAWING, THE [email protected]
2. GRASS AND TOPSOIL SHALL BE STRIPPED TO A MINIMUM DEPTH OF 100MM OVER THE EXTENT SPECIFICATIONS AND THE CONTROLLED FILL IS SUITABLE FOR PURPOSE WITH A MINIMUM CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN CONFIRMATION THAT WORKS CAN 37 MARY ST NOOSAVILLE, QLD
OF THE WORKS UNLESS DIRECTED OTHERWISE AND STOCKPILED FOR FUTURE USE AS 150KPA BEARING CAPACITY UNDER THE PLATFORM/STRUCTURES. COMMENCE. 07 5211 1003
NON-STRUCTURAL FILL IF REQUIRED, OR REMOVE FROM SITE. 9. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED TO 98% STANDARD 20. ALL BATTERS TO BE KEYED/STEPPED INTO EXISTING MATERIAL AS DIRECTED BY Client
3. COMPACT THE EXPOSED SUBGRADE OR LOOSE TOP LEVEL MATERIAL TO A MINIMUM 98% MAXIMUM DRY DENSITY (AS 1289 5.1.1) IN LAYERS NOT EXCEEDING 150MM COMPACTED GEOTECHNICAL ENGINEER. CONTRACTOR TO ALLOW FOR ALL KEYING/STEPPING AS
STANDARD MAXIMUM DRY DENSITY TO AS1289 5.1.1. ANY 'SOFT SPOTS' IDENTIFIED BY THE MARK MELVILLE
THICKNESS. REQUIRED.
PROOF ROLLING SHALL BE REMOVED AND REPLACED WITH A COMPACTED IMPORTED 10. THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL PROVIDE CERTIFICATION THAT
Project Name
21. ALL TEMPORARY AND FINAL BATTER SLOPES ARE TO BE INSPECTED AND APPROVED BY PROPOSED NDIS ACCOMODATION
GENERAL FILL MATERIAL TO THE ABOVE COMPACTION REQUIREMENTS. ALL GENERAL EARTHWORKS OPERATIONS HAVE BEEN CARRIED OUT IN ACCORDANCE WITH GEOTECHNICAL ENGINEER. CERTIFICATION OF LONG TERM STABILITY TO BE PROVIDED BY
4. IMPORTED GENERAL FILL MATERIAL SHALL BE SUPPLIED AND COMPACTED WHERE THE DRAWINGS. GEOTECHNICAL ENGINEER PRIOR TO PRACTICAL COMPLETION.
45 MAPLE ST
NECESSARY TO OBTAIN SUBGRADE/PLATFORM LEVEL. IMPORTED GENERAL FILL MATERIAL 11. CONTRACTOR TO UNDERTAKE ALL EARTHWORKS TESTING TO COMPLY WITH THE PROJECT 22. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT ALL CONSTRUCTED
COOROY QLD 4563
SHALL BE CLEAN GRADED MATERIAL FREE OF ORGANIC MATTER AND STONES GREATER THAN SPECIFICATION AND LOCAL AUTHORITY REQUIREMENTS. CUT/FILL BATTERS AND RETAINING STRUCTURES ON THE SITE HAVE ACHIEVED ADEQUATE
150mm AND CAPABLE OF BEING COMPACTED INTO COHERENT FILLING TO THE SPECIFIED Title
12. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN ACCORDANCE WITH STABILITY WITH A LONG-TERM FACTOR OF SAFETY GREATER THAN OR EQUAL TO 1.5 AGAINST BULK EARTHWORKS PLAN
STANDARD. THE MATERIAL SHALL HAVE A LINEAR SHRINKAGE NOT GREATER THAN 8% AND A
LANDSCAPE DRAWINGS. GEOTECHNICAL FAILURES.
MINIMUM C.B.R. OF 10%.
13. FINISHED EARTHWORKS SURFACES TO BE STABILISED 23. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS INCLUSIVE OF TOPSOIL LAYER.
5. ANY PROPOSED RETAINING WALL WORKS MUST BE WHOLLY WITHIN THE PROPERTY
14. ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE CONTENT. REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR BUILDING SLAB THICKNESSES AND
BOUNDARY OF THE SUBJECT SITE, INCLUDING REAR OF RETAINING WALL DRAINAGE
15. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING. HYDRAULIC DRAWINGS FOR SUB-FLOOR DRAINAGE FOR DETERMINATION OF REQUIRED BULK
INFRASTRUCTURE FOR RETAINING WALLS IN CUT.
EARTHWORKS SURFACE.
6. REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR CONFIRMATION OF RETAINING 16. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED MANAGEMENT PLANS.
24. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS INCLUSIVE OF 100mm TOPSOIL Project No. Discipline Status
WALL COLOUR AND FINISH. 17. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL BATTERS OR RETAINING WALLS 20210153 CIVIL APPROVAL
LAYER.
7. ALL RETAINING WALL STRUCTURAL DESIGN AND CONSTRUCTION CERTIFICATION BY (TEMPORARY OR PERMANENT) AS PER RELEVANT AUSTRALIAN STANDARDS AND LEGISLATION.
25. FOR DETAILED GEOTECHNICAL INFORMATION, REFER GEOTECHNICAL INVESTIGATION REPORT. Designed By Drawn By Scale
MANUFACTURER / INSTALLER. 18. DUST CONTROL MEASURES ARE TO INCLUDE SPRAYING WATER ON UNPAVED ROADS, ACCESS BRP JAC AS INDICATED A3)
(at
IT IS RECOMMENDED THAT THE GEOTECHNICAL CONSULTANT BE CONTACTED TO CONFIRM
THE SOIL CONDITIONS PRIOR TO EARTHWORKS COMMENCING. Drawing No. Revision
C30 A
The text continues on section 26.