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59 Kabi Road, Cootharaba 20220146 Christian Youth Council Stormwater Management Plan September 2022
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Full text of sections 2 to 22 (of 56)
Section 2
Document control record
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
A person using RECOR documents or data accepts the risk of:
a) Using the documents or data in electronic form without requesting and checking them for accuracy against the original hard
copy version.
b) Using the documents or data for any purpose not agreed to in writing by RECOR.
Document control
Report title Stormwater Management Plan
Document code 20220146-SWMP01 Project number 20220146
File path C:\12dS\data\RecorSYN\20220146 CYC Noosa Campsite_562\03
Engineering\REPORTS\SWMP\RECOR Stormwater Management Plan- 20220146.docx
Client Christian Youth Council
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 06/09/2022 Initial Version B. Parry J. Bauleka
Current revision 0
Approval
Author signature Approver signature
Name B. Parry Name J. Bauleka
RPEQ: 20693
Title Civil Engineer Title Senior Civil Engineer
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P +61 7 5211 1003
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
Flood Considerations ...................................................................................................................... 9
3.1. Flood Access ........................................................................................................................................ 9
Stormwater Quality Management ...................................................................................................10
4.1. Operational Stormwater Management..............................................................................................10
4.2. Construction Stormwater Management ............................................................................................10
Stormwater Quantity Management .................................................................................................13
5.1. Site run-off assessment .....................................................................................................................13
5.2. Rainwater reuse assessment ............................................................................................................14
Conclusion....................................................................................................................................17
Appendices
Appendix A
Proposed Concept Plans
Appendix B
DRAINS Modelling Results
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Section 4
INTRODUCTION
RECOR has been engaged to prepare a Stormwater Management Report to accompany a development application
for A recreation and camping facility located at 59 Kabi Road, Cootharaba, located in the Noosa Shire Council local
government area, which is made up of real property allotments Lot 7 RP 216403, Lot 394 M 371117 and Lot 650 M
37380. The proposed development will result in a reception and central hall building, 3 accommodation villages
and recreational areas including activity fields and the extension of an existing dam to create a canoe run.
This report investigates the stormwater management considerations for the 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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Section 5
SITE DETAILS
2.1. Existing Site Description
The proposed project site is approximately 130Ha on three lots: Lot 7 RP 216403, Lot 394 M 371117 and Lot 650 M
37380 in the Noosa Shire Council area. The site currently serves as a golfing facility in addition to existing agricultural
land uses. It is surrounded by rural zoned, typically undeveloped land with some residential allotments serviced by
Kabi Road to the west and Cootharaba Downs Road to the south.
Review of the Noosa Shire Council Intramaps flood layers, including the Flood Hazards Overlay, has identified that
the site is predominately outside of the flood inundation zone apart from a small section along the eastern boundary
of Lot 394 within the forested area of the site and clear of any proposed development works.
A locality plan is presented in Figure 2-1 - Site Locality Plan (Noosa Shire Council Intramaps, 2022).
Lot 650
M37380
Lot 394
M371117
Lot 7
RP216403
Figure 2-1 - Site Locality Plan (Noosa Shire Council Intramaps, 2022)
2.2. Existing Drainage Patterns
The site contains 3 main catchment areas with distinct discharge points from the site. A number of flow paths traverse
these catchments and convey the upstream drainage through the site. These catchment areas are represented by
the orange borders within Figure 2-2 – Existing Site Drainage Characteristics (Noosa Shire Council Intramaps, 2022).
The flow paths drainage to these outlets are represented by green dashed lines, with the green flow arrows indicated
the typical overland drainage flows.
The Queensland Globe waterways spatial layer indicate these flow paths are predominately green waterways with
the exception of a small section of amber waterway at the eastern extents of Lot 650 M 37380 (refer Figure 2-3)
carrying the run-off. The site is ultimately believed to discharge into Lake Cootharaba approximately 3km to the east
of the proposed development site.
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Section 6
Drainage
Catchment A
Approx. 40Ha
Drainage
Catchment B
Approx. 53.9Ha
Drainage
Catchment C2
Approx. 80.6Ha
Drainage
Catchment C1
Approx. 25.0Ha
Figure 2-2 – Existing Site Drainage Characteristics (Noosa Shire Council Intramaps, 2022)
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Section 7
Figure 2-3 – Watercourse Map (Queensland Globe Watercourse Identification Map)
2.3. Proposed Development Drainage Pattern
2.3.1 Stormwater Concept
The proposed development will generate an increased area consisting of predominately roofed surfaces at each
village, along with an internal circulation roadway connecting the villages and the main access. As the site is largely
pervious and vegetated, the relatively small increase in impervious areas is not considered to significantly impact
the overall water quality or quantities generated under the existing state.
Within each village, run-off from the roofs will be captured to provide for water reuse and conservation. Rainwater
tanks are to be provided at each village, with the maximum possible roof area connected to supply the tanks Tank
water will be used for potable consumption and is to be treated and sterilised prior to use. Non-potable water uses
are to be supplied using water sourced from the on-site dams and bores using the existing irrigation systems for
landscaping and toilet flushing in the new villages to ensure adequate potable water supplies are maintained.
Surface run-off from the roads will drain as overland sheet flows following the natural contours of the site to discharge
via the existing drainage flow paths. This will serve to retain the existing drainage characteristics of the site by
allowing for infiltration into groundwaters, as well as providing filtration and nutrient uptake through the vegetative
buffer before the run-off joins the existing drainage features.
The site carried a number of upstream flows, however these are conveyed through drainage paths typically clear of
the proposed development area. Existing overland flow paths through the site will be maintained in the developed
state to ensure that these existing flows are unaffected.
The existing southern dam will be modified to create an ‘at-grade’ canoe run, extending the water surface
approximately 260m to the west and increasing the water surface by 7,200m². The canoe run will be constructed
with staging and diversion channels to ensuring the earthworks are completed and the canoe run can be filled prior
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Section 8
to connecting the run in the existing dam to ensure water levels and quality is maintained to protect the existing
ecosystem around the dam. Once completed, the existing overflows and dam levels will be maintained at existing
levels, so downstream flows and run-off will not be impacted by the additional area.
The internal stormwater systems shall be designed to comply with:
1. Noosa Plan 2020 Schedule 6 – PSP6 Engineering Design Standards;
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 Plans for the proposed development concept plans plan illustrating the
stormwater layout described above. Other elements of the proposed stormwater system are described in the
following sections.
2.3.2 Lawful Point of Discharge
The site naturally drains towards the existing flow paths within the site, which continue downstream to the east
towards Lake Cootharaba and serve to discharge the sites run-off from the development across the site boundaries
towards the adjacent properties. The upstream catchments are also conveyed through these drainage flow paths.
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 relatively minor increase in impervious surfaces relative to the size of the lot means that the overall impacts to
run-off discharging from the development are insignificant as demonstrated in Section 5.1. The major flow
characteristics leaving the site are unchanged, and stormwater is not altered in a way that would substantially
damage third party property, therefore the existing drainage features continue to be the lawful point of discharge
from the site.
2.3.3 Canoe Run Works
The lower dam within the site is proposed to be extended upstream to create a length of ‘at grade’ canoe run for
water activities at the camp. The proposal involves cutting a channel along the 8.5m AHD contour lines, to provide
a length of approximately 260m. The works will extend the existing water body by an area of approximately 7,200m²,
requiring earthworks cutting totalling 3,200m³ to achieve the proposed profile. As the run will be at-grade the
existing overflow locations and dam levels will remain as per their existing state and the extension will not result in
worsening for any upstream or downstream properties along the existing flow path.
The earthworks are to be sequenced such that the proposed canoe run and the existing dam will not be joined until
the canoe run has been filled to maintain the water levels and prevent sediment loss into the dam, avoiding impacts
to the existing ecosystem. Additionally, the canoe run will provide an overflow channel along its existing alignment
through a vegetation area designated VC1a which has been identified as reliant upon the creek water to maintain
its biodiversity and health.
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Section 9
FLOOD CONSIDERATIONS
3.1. Flood Access
Review of the Noosa Shire Council Intramaps flood layers including the Flood Hazards Overlay and the Flood
Indundation Event Extents has identified that the site is located outside of the flood inundation zone, however during
flooding storm event access to and from the site would be limited. As shown in Figure 3-1 – Flood Inundation Extents
(Noosa Council Intramaps, 2022), various access roads connecting the site to nearby townships may be inundated.
These include:
- Cootharaba Road, 1.5km north of Kabi Rd
- Road 176, immediately east of the site
- McKinnon Drive, 4.5km south east of the site
- Gympie Kin-Kin Road, Kin Kin
- Louis Bazzo Drive, Pomona
As the site is not inundated during the storms, it is recommended a shelter in place strategy be adopted as part of a
Flood Emergency Management Plan to be developed for the site.
Figure 3-1 – Flood Inundation Extents (Noosa Council Intramaps, 2022)
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Section 10
STORMWATER QUALITY MANAGEMENT
4.1. Operational Stormwater Management
The site is a large rural catchment with only a relatively small area of the site proposed for development resulting in
insignificant changes to the overall impervious area of the site. In accordance with the State Planning Policy Appendix
2 Table B, the stormwater development objectives would be applicable for:
1) A Material Change of Use for an urban purpose that involves premises 2500 metres2 or greater in size and:
a) will result in six or more dwellings; or
b) an impervious area greater than 25 per cent of the net developable area.
2) Reconfiguring a lot for urban purposes that involves premises 2500 metres2 or greater in size and will result in
six or more lots.
As a rural development maintaining a typically pervious characteristics (approximately 97.8% pervious), the
development is not required to achieve the operational targets for stormwater quality, with the impacts to water
quality more likely to occur during construction and earthworks phase of the development.
To ensure minimal impacts on downstream waterways and receiving environments, a number of water quality best
practice strategies will be implemented to reduce stormwater sediments and pollutants being discharged from the
development. These main strategies are:
1) Stormwater run-off from impervious surfaces will be graded as overland sheet flows across the vegetated areas
to provide:
a) groundwater replenishment through infiltration;
b) filtration and treatment of pollutants through grassed buffers providing nutrient uptake; and
c) minimise risk of erosion and maintain existing flow paths by ensuring run-off discharges as sheet flows along
the natural contours of the site
2) Rainwater reuse tanks to be provided to each residential village which will:
a) Reduce sediments and nutrients being discharged from the site; and
b) Achieve water conservation by providing reuse for potable demands.
4.2. Construction Stormwater Management
4.2.1 Erosion and Sediment Control Measures
During construction, earthworks may result in large areas of exposed soils that are vulnerable to sediment transport
and potential contamination of downstream waterways. A range of best practice sediment and erosion controls will
be implemented within the development to mitigate any negative impacts to the downstream receiving
environment. The erosion and sediment control strategy should be based on the following key principles
• Minimise the disturbed area – The clearing of land should be limited to areas actively under construction or
those that will be in the near future (3 to 6 months)
• Treatment of disturbed areas – where significant areas of soils are exposed, sediment basins shall be
provided downstream with cut-off drains used to ensure all run-off from the exposed areas is diverted to the
basin for treatment prior to release from the work zone.
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Section 11
• Stabilised disturbed areas – Once an area is no longer actively under construction, the exposed surfaces are
to be stabilised through means such as control matting, grass seeding or turfing. Both temporary and
permanent stabilisation need to be considered.
• Protection of channels – where water is concentrated through channels, drains or other flow paths these
areas should be stabilised (e.g. check dams to limit velocity, geotextiles to limit erosion, concrete lining, etc.)
with either temporary or permanent solutions.
• Divert upstream flows – clean run-off from upstream areas is to be diverted around disturbed areas to prevent
contamination of the clean water and minimise loss of exposed soils from the site. Catch drains, swales or
sand bag berms may provide suitable diversion barriers.
• Maintenance – Regular inspections shall be carried out on all erosion and sediment controls, and where
damage has been identified, or capacity of the device falls below 75%, prompt rectification of the defect
shall be carried out to ensure the continued functioning of the controls.
As the area being developed exceeds 2,500m², the development’s construction will be required to achieve the
sediment control targets to treat 80% of the average annual run-off volume of the contributing catchment as outlined
of Appendix 2 of the SPP (DERM, July 2017), shown below in Figure 4-1.
Figure 4-1 SPP 2017 Construction Phase Stormwater Management Design Objectives
A site-specific erosion and sediment control plan shall be prepared as part of a future submission for Operational
Works approval for the development. Suitable erosion and sediment controls for the site may include:
1. Provision of on-site sedimentation basins downstream of works area to reduce sediment concentrations from
site before being discharged into the waterway.
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 located clear of overland flow paths and contained
using sediment fencing downstream of these areas with upstream diversion berms to protect the stockpile.
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Section 12
5. Diversion of upstream catchments around any exposed areas using turfed catch drains or similar.
6. In stream sediment fencing to be installed downstream of the proposed canoe run extension to prevent
exposed sediment being flushed into the dam and downstream waterways.
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Section 13
STORMWATER QUANTITY MANAGEMENT
5.1. Site run-off assessment
The proposed development site and its catchments are large rural allotments with predominately pervious
catchments. Relative to the size of the catchments, the change in impervious surfaces is expected to have minimal
impact.
The site has been modelled using the DRAINS software to assess the peak flow hydrology off the site from the
proposed development areas. The contribution of upstream catchments being conveyed through the development
has also been modelled to determine the impact of the development relative to the total catchment.
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 models have
been run using the ensemble of storm events for durations from 5 minutes to 24 hours to determine the critical storm
duration and the mean peak flowrate from the storms.
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 for the location. A 20% increase to rainfall intensities
has been applied to account for future climate change impacts upon the variability of rainfalls.
A simplified catchment has been modelled containing the watershed for each catchment, with impervious areas
based on survey and the proposed designs. Time of concentrations for each catchment have been determined in
accordance with QUDM typically made up of a sheet flow component for the upper catchment and modified stream
velocity method through the lower catchment. Details of the parameters used are provided in Appendix B - DRAINS
Modelling Results.
Results of the modelling for Catchments B and C1 are presented below in Table 5.1 and Table 5.2 below, as these
are the catchments changed as a result of the development.
Table 5.1 Catchment B Modelling Results
Catchment B
A.E.P Qchange (%)
Qexisting (m³/s) Qproposed (m³/s) Qchange (m³/s)
1EY 5.23 5.21 -0.02 -0.4%
50% 6.16 6.17 0.01 0.2%
0.2 EY 9.98 10.10 0.12 1.2%
10% 11.98 12.05 0.07 0.6%
5% 14.20 14.20 0 0.0%
2% 17.50 17.50 0 0.0%
1% 20.38 20.33 -0.05 -0.3%
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Section 14
Table 5.2 Catchment C1 Modelling Results
Catchment C1
A.E.P Qchange (%)
Qexisting (m³/s) Qproposed (m³/s) Qchange (m³/s)
1EY 2.69 2.69 0 0.0%
50% 3.06 3.11 0.05 1.6%
0.2 EY 5.69 5.70 0.01 0.2%
10% 6.98 7.01 0.03 0.4%
5% 8.56 8.55 -0.01 -0.1%
2% 9.99 9.98 -0.01 -0.1%
1% 11.15 11.14 -0.01 -0.1%
As shown above, modelling of the pre and post development conditions for peak flows arising under each storm
event has found that the development will modify peak flow rates from the site to a maximum of 1.6% increase upon
the existing levels when considering only the catchment within the site. When including the upstream catchments
being conveyed through the drainage path, the maximum increase is reduced to only 1.1% beyond the existing.
Within the rural context of the site, this increase is insignificant and on site attenuation is not considered necessary.
5.2. Rainwater reuse assessment
The development will rely on rainwater capture from roof areas to provide for the water demands of the camp
during operation. Rainwater will need to be treated to an adequate standard using UV sterilisation and media
filtration, and potentially chlorine dosing to ensure it is suitable for potable water uses and food preparation. While
rainwater may also be used for non-potable reuse demands, the existing dams and bore water supplies would be
preferable to minimise unnecessary drawdown of potable water supplies
An assessment of the required demand produced by the facility has been carried out using average rainfall at the
closest BOM site at the Tewantin RSL Park (ID:040908). Average day demands for potable and non-potable water
has been based on the SEQ WS&S D&C Code - Design Criteria (SEQ Code).
From Section 5.2 of the Noosa CYC Campsite Master Planning report (Planning Report), a total of 160 Equivalent
Person (EP) has been used as the basis for 100% occupancy, with these equivalent persons distributed between
each village as follows:
• Village 1 – 140 person – 75 EP
• Village 2 – 100 person – 53 EP
• Village 3 – 60 person – 32 EP
Based on the average rainfall across the year compared to the daily demands, there will be insufficient supply from
rainwater inflow for the total demand value when considering an occupancy rate of 100% capacity of the facility
across the year and water will need to be imported by tankers to supply the shortfall as shown in Figure 5-1.
BOM - Site ID 040908 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Average days/month 31 28 31 30 31 30 31 31 30 31 30 31
Mean rainfall (mm) for years 1996 to 2022 146.4 162.6 176.7 128.6 126.2 100.6 58.2 26.4 29.2 82.1 78.3 133.0
Generated RO/month 1,038,837.93 1,153,791.30 1,253,843.32 912,531.13 895,501.00 713,846.28 412,980.65 187,331.43 207,199.91 582,572.36 555,607.99 943,753.04
Demand/month 1,537,600.00 1,388,800.00 1,537,600.00 1,488,000.00 1,537,600.00 1,488,000.00 1,537,600.00 1,537,600.00 1,488,000.00 1,537,600.00 1,488,000.00 1,537,600.00
Surplus/deficient -498,762.07 -235,008.70 -283,756.68 -575,468.87 -642,099.00 -774,153.72 -1,124,619.35 -1,350,268.57 -1,280,800.09 -955,027.64 -932,392.01 -593,846.96
Storage
Surplus/deficient
DWG ID Area (m2)
Village 1 2372.19987
Village 2 3092.70257
Village 3 1630.98504
Communal dining hall 3233.31311
10,329.20
No. EP 160
Drinking water AD/ day 36.8
Non-drinking water AD/ day 12.8
Water Demand (kL) / day 49.6
Figure 5-1 - Potable and non-potable water demands at 100% Occupancy
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Section 15
A number of options are available to reduce this shortfall in water supply. The options available consist of:
1. Increase supply by increasing runoff catchment area
2. Decrease demand by supplying non-potable use from other sources; and
3. Combinations of 1 and 2.
The connection of the communal dining hall roof area to supplement the catchment for village 1 would provide an
additional 3,200m2 for collecting rainwater inflow to offset demand. This will need to be piped up to 200m to
connect these catchments, however as shown in Figure 5-2, this results in there being enough rainwater stored for
4 months of the year. The remaining 5.2ML of water required to be imported to site via water tanker service across
the year.
BOM - Site ID 040908 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Average days/month 31 28 31 30 31 30 31 31 30 31 30 31
Mean rainfall (mm) for years 1996 to 2022 146.4 162.6 176.7 128.6 126.2 100.6 58.2 26.4 29.2 82.1 78.3 133.0
Generated RO/month 1,512,194.97 1,679,528.02 1,825,169.75 1,328,335.20 1,303,545.12 1,039,117.58 601,159.47 272,690.90 301,612.66 848,027.37 808,776.41 1,373,783.68
Demand/month 1,537,600.00 1,388,800.00 1,537,600.00 1,488,000.00 1,537,600.00 1,488,000.00 1,537,600.00 1,537,600.00 1,488,000.00 1,537,600.00 1,488,000.00 1,537,600.00
Surplus/deficient -25,405.03 290,728.02 287,569.75 -159,664.80 -234,054.88 -448,882.42 -936,440.53 -1,264,909.10 -1,186,387.34 -689,572.63 -679,223.59 -163,816.32
Storage 0.00 290,728.02 578,297.76 418,632.96 184,578.07 -264,304.35 0.00 0.00 0.00 0.00 0.00 0.00
Surplus/deficient -25,405.03 290,728.02 578,297.76 418,632.96 184,578.07 -264,304.35 -936,440.53 -1,264,909.10 -1,186,387.34 -689,572.63 -679,223.59 -163,816.32
DWG ID Area (m2)
Village 1 2372.19987
Village 2 3092.70257
Village 3 1630.98504
Communal dining hall 3233.31311
10,329.20
No. EP 160
Drinking water AD/ day 36.8
Non-drinking water AD/ day 12.8
Water Demand (kL) / day 49.6
Figure 5-2 - Option 1 Water Supply and Demand
Option 2 would involve the utilisation of the large 100 Acre dam, which is currently used to irrigate the site as well
as several site bores that may potentially be used to supply non-potable water demands generated by the facility
to reduce the drawdown of the clean, captured roof run-off allowing it to be used principally for potable water
supply. Based on the SEQ Code and excluding non-potable water demands, the potable water demand per EP is
150L/day.
Option 2 has been modelled in Figure 5-3 using the following parameters:
• Site occupancy of 80%: A 100% occupancy rate does not reflect the actual operation of the site with an
80% occupancy rate considered more appropriate (i.e. average duration of persons utilising the site is
approximately 5.5 days per week).
• Communal dining is excluded: There is significant distance between this storage point and the villages end
of line connection. Whilst this is a worthwhile option to consider as a redundancy in storage capacity, the
modelling has been based on a gravity based potable water storage adjacent to the village.
• Empty tanks: The tanks are assumed to be empty at the commencement of modelling.
BOM - Site ID 040908 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Average days/month 31 28 31 30 31 30 31 31 30 31 30 31
Mean rainfall (mm) for years 1996 to 2022 146.4 162.6 176.7 128.6 126.2 100.6 58.2 26.4 29.2 82.1 78.3 133.0
Village 1 Storage size
Generated RO/month 347,290.06 385,719.70 419,167.72 305,064.90 299,371.62 238,643.31 138,062.03 62,626.08 69,268.24 194,757.61 185,743.25 315,502.58
Demand/month 279,000.00 252,000.00 279,000.00 270,000.00 279,000.00 270,000.00 279,000.00 279,000.00 270,000.00 279,000.00 270,000.00 279,000.00
Surplus/deficient 68,290.06 133,719.70 140,167.72 35,064.90 20,371.62 - 31,356.69 - 140,937.97 - 216,373.92 - 200,731.76 - 84,242.39 - 84,256.75 36,502.58 350 KL
Storage 68,290.06 202,009.76 342,177.48 350,000.00 350,000.00 318,643.31 177,705.34 - - - - 36,502.58
Imported Water - - - - - - - - 38,668.58 - 200,731.76 - 84,242.39 - 84,256.75 -
Village 2 Storage size
Generated RO/month 452,771.66 502,873.44 546,480.54 397,721.55 390,299.06 311,125.88 179,995.29 81,647.35 90,306.91 253,910.88 242,158.61 411,329.44
Demand/month 200,880.00 181,440.00 200,880.00 194,400.00 200,880.00 194,400.00 200,880.00 200,880.00 194,400.00 200,880.00 194,400.00 200,880.00
Surplus/deficient 251,891.66 321,433.44 345,600.54 203,321.55 189,419.06 116,725.88 - 20,884.71 - 119,232.65 - 104,093.09 53,030.88 47,758.61 210,449.44 250 KL
Storage 250,000.00 250,000.00 250,000.00 250,000.00 250,000.00 250,000.00 229,115.29 109,882.64 5,789.55 58,820.43 106,579.04 210,449.44
Imported Water - - - - - - - - - - - -
Village 3 Storage size
Generated RO/month 238,776.21 265,198.17 288,195.06 209,744.68 205,830.31 164,077.10 94,923.33 43,058.01 47,624.76 133,903.87 127,706.13 216,921.01
Demand/month 119,040.00 107,520.00 119,040.00 115,200.00 119,040.00 115,200.00 119,040.00 119,040.00 115,200.00 119,040.00 115,200.00 119,040.00
Surplus/deficient 119,736.21 157,678.17 169,155.06 94,544.68 86,790.31 48,877.10 - 24,116.67 - 75,981.99 - 67,575.24 14,863.87 12,506.13 97,881.01 175 KL
Storage 119,736.21 175,000.00 175,000.00 175,000.00 175,000.00 175,000.00 150,883.33 74,901.33 7,326.10 22,189.97 34,696.10 132,577.11
Imported Water - - 169,155.06 94,544.68 86,790.31 48,877.10 - - - - - -
Figure 5-3 - Option 2 Water Supply and Demand per Village
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Section 16
The storage requirements for each village are therefore recommended as
• Village 1 – 350KL, import of 400KL to supplement in Aug to November
• Village 2 - 250KL with no need to import potable water throughout the year
• Village 3 - 175KL, with no need to import potable water throughout the year
The communal area will also require potable water storage, with a nominal 200KL proposed. It should be noted
that this modelling has not allowed for any storage for Fire Fighting supply.
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Section 17
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 to minimise any adverse impacts to the downstream environment.
• The lawful point of discharge test for the proposed development is achieved as the development continues
to discharge via the existing flow paths from the site. Assessment of the impacts arising from the
development have found the relative increase is insignificant and therefore is not likely to impact or cause
nuisance to the downstream properties.
• DRAINS modelling of the catchments under 2100 climate conditions has found that the maximum peak flow
rate increase resulting from the development is only a 1.6% upon the existing flow rates which is insignificant.
Attenuation is therefore not considered to be necessary within the development.
• As a large rural property with mostly pervious ground areas, the development is not required to achieve the
stormwater quality objectives of the SPP2017. Notwithstanding, the development will minimise pollutants
and nutrients from impacting downstream waterways through some key strategies. The majority of roof run-
off being generated within the development will be captured and stored for reuse and water conservation,
and the new road surfaces will grade across pervious areas as sheet flow providing a buffering treatment
and nutrient uptake to improve water quality before it enters the downstream receiving environment.
• Review of the Noosa Council flood mapping has found the site is not impacted by storms up to and including
the 1% AEP storm event, however roads to nearby townships may be cut-off during these storms. A Flood
Emergency Management Plan shall be prepared for the site to describe a suitable shelter in place strategy
within the site.
• The extension of an existing dam will be used to create an at-grade canoe run. The extension works are to
be managed to minimise impacts on the local ecosystem and downstream waters at all time during
construction. Once operational, the existing dam levels and overflows will be unchanged, and no impacts to
downstream properties are expected as a result of the works.
• During construction, erosion and sediment control measures in accordance with best practice standards are
to be implemented to minimise potential contaminants impacting the downstream receiving environments.
An erosion and sediment control plan shall be developed as part of a future operational works approval.
• The proposed development is able to be effectively managed to ensure that stormwater is captured and
conveyed through the site, without causing nuisance flows to adjacent or downstream properties, and in
conjunction with contribution charges towards a future treatment area, the development is able to satisfy the
Noosa Shire Council requirements for stormwater quality and quantity.
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Section 18
Appendix A Proposed Concept Plans Project number 20220146 Page 18 of 20 File RECOR Stormwater Management Plan- 20220146.docx, 2022-09-06 Revision 0 P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Section 19
NOOSA CYC CAMPSITE
59 KABI ROAD, COOTHARABA QLD 4565
Lot 394 M 371117, LOT 650 M 37380 & LOT 7 RP 216403
CIVIL WORKS
DRAWING SCHEDULE
SHEET TITLE
001 COVER SHEET AND LOCALITY PLAN
002 GENERAL NOTES
003 EXISTING FEATURES AND DEMOLITION PLAN
010 PROPOSED LAYOUT
SITE
011 ROAD LONGSECTIONS 1 OF 5
012 ROAD LONGSECTIONS 2 OF 5
013 ROAD LONGSECTIONS 3 OF 5
014 ROAD LONGSECTIONS 4 OF 5
015 ROAD LONGSECTIONS 5 OF 5
020 EARTHWORKS PLAN
021 EARTHWORK SECTIONS 1 OF 3
022 EARTHWORK SECTIONS 2 OF 3
023 EARTHWORK SECTIONS 3 OF 3
040 STORMWATER LAYOUT PLAN
041 EXISTING STORMWATER CATCHMENT PLAN
042 PROPOSED STORMWATER CATCHMENT PLAN
LOCALITY PLAN
NOT TO SCALE
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
NOOSA CYC CAMPSITE
CHRISTIAN YOUTH COUNCIL TITLE: STATUS:
COVER SHEET AND FOR APPROVAL
59 KABI ROAD, COOTHARABA NOT FOR CONSTRUCTION
© ABN 89 647 469 707
02 06/09/22 ISSUED FOR APPROVAL BRP JAC JB
JARO BAULEKA LOCALITY PLAN
75 NOOSA DRIVE RPEQ: 20693
01 2/09/2022 ISSUED FOR APPROVAL BRP MVP JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
N.T.S DATE: 06/09/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
001 20220146 A1 02
Section 20
GENERAL NOTES 18. DRAWINGS TO BE READ IN CONJUNCTION WITH THE FOLLOWING 300MM CENTRES DUST MOVEMENT.
CONSULTANTS/CONTRACTORS DRAWINGS: 19. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN.
SURVEYOR: TBC EARTHWORKS NOTES DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. CONFIRMATION THAT WORKS CAN COMMENCE.
CONTRACTOR TO ALLOW FOR ALL MEANS NECESSARY TO ACCURATELY ARCHITECT: ELEVATION ARCHITECTURE 1. FOR DETAILED GEOTECHNICAL INFORMATION, IT IS RECOMMENDED THAT THE 20. ALL EXCAVATIONS ARE TO BE CONDUCTED IN ACCORDANCE WITH THE
SETOUT THE WORKS. HYDRAULICS: TBC GEOTECHNICAL CONSULTANT BE CONTACTED TO CONFIRM THE SOIL REQUIREMENTS OF THE GEOTECHNICAL ENGINEER AS OUTLINED IN THE
CONDITIONS PRIOR TO EARTHWORKS COMMENCING. GEOTECHNICAL INVESTIGATION REPORT BY TECTONIC. TEMPORARY
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT STRUCTURAL: TBC 2. GRASS AND TOPSOIL SHALL BE STRIPPED TO A MINIMUM DEPTH OF 100MM UNSURCHARGED CUTS IN LOOSE TO VERY LOOSE SAND TO BE FORMED AT
SPECIFICATIONS AND WHERE FURTHER DETAILS ARE REQUIRED THE OVER THE EXTENT OF THE WORKS UNLESS DIRECTED OTHERWISE AND
LANDSCAPE: TBC 1V:2H, AND IN MEDIUM DENSE SAND AT 1V:1H FOR BATTERS UP TO 3M IN
CONTRACTOR SHALL REFER TO NOOSA SHIRE COUNCIL DEVELOPMENT STOCKPILED WHERE REQUIRED FOR FILL OF LANDSCAPING AREAS. TOPSOIL HEIGHT. DEEPER CUTS ARE TO BE ASSESSED BY THE GEOTECHNICAL
GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, ASSOCIATED STANDARD 19. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT AUTHORITY: MATERIALS MUST NOT BE USED IN STRUCTURAL FILL. ENGINEER.
DRAWINGS AND SPECIFICATIONS U.N.O. ROAD OPENING PERMIT AND TRAFFIC MANAGEMENT PLAN FOR ALL WORKS
3. UNSUITABLE NATURAL MATERIALS SUCH AS SATURATED, LOOSE OR SOFT 21. WHERE THE ABOVE TEMPORARY BATTER SLOPES CAN NOT BE ACHIEVED,
WITHIN COUNCIL ROAD RESERVES. CONTRACTOR TO ALLOW FOR ALL COSTS
3. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED OUTSIDE OF MATERIALS ENCOUNTERED SHOULD BE REMOVED DURING SUBGRADE TEMPORARY SHORING WILL BE REQUIRED UNDER THE ADVICE OF A
ASSOCIATED WITH IMPLEMENTATION OF THE TMP.
THE TOLERANCES SPECIFIED WITHIN THE PROJECT SPECIFICATION AND PREPARATION FOR BULK EARTHWORKS. ALL UNSUITABLE MATERIAL TO BE SPECIALIST SHORING CONTRACTOR.
LOCAL AUTHORITY REQUIREMENTS, THE CONTRACTOR WILL RECTIFY AT 20. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH ALL LOCAL AUTHORITY REMOVED FROM SITE AT CONTRACTORS EXPENSE. 22. EXCAVATIONS IN PROXIMITY TO EXISTING STRUCTURES WILL REQUIRE
THEIR COST INCLUSIVE OF ANY ADDITIONAL COSTS INCURRED BY RECOR. APPROVALS RECEIVED FOR THE PROJECT AND IN ACCORDANCE WITH OPW 4. COMPACTION OF THE EXPOSED SAND SUBGRADE REQUIRES SUBSTANTIAL SPECIFIC DESIGN TO PREVENT UNDERMINING WHICH SHOULD BE CARRIED
APPROVALS BY COUNCIL. VOLUMES OF WATER COMBINED WITH VIBRATORY COMPACTION EQUIPMENT. OUT BY A SUITABLY QUALIFIED AND EXPERIENCED RPEQ STRUCTURAL
4. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS
SUCH THEIR ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY IS 21. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE CARE MUST BE TAKEN TO ENSURE THERE ARE NO IMPACTS ON ENGINEER.
TAKEN BY RECOR OR THE PRINCIPAL FOR THE ACCURACY AND BOUNDARY WITHOUT FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF SURROUNDING STRUCTURES. MATERIAL TO BE COMPACTED IN ACCORDANCE 23. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT ANY
COMPLETENESS OF THIS INFORMATION. IT IS THE RESPONSIBILITY OF THE THAT LAND INCLUDING BUT NOT LIMITED TO PRIVATE PROPERTY, ROAD WITH GEOTECHNICAL REPORT AND AS1289. CONSTRUCTED CUT/FILL BATTERS AND RETAINING STRUCTURES ON THE SITE
CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND LEVEL OF ALL RESERVE, PARKS/OPENSPACE, EASEMENTS. 5. A MINIMUM 150MM THICK GRANULAR WORKING PLATFORM MAY BE REQUIRED HAVE ACHIEVED ADEQUATE STABILITY WITH A LONG-TERM FACTOR OF
EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY WORKS. ANY ON SOIL SUBGRADES ALONG HAUL ROADS AND LAYDOWN AREAS TO SAFETY AGAINST GEOTECHNICAL FAILURES TO THEIR SATISFACTION.
22. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION IMPROVE TRAFFICABILITY. SPECIFIC PLATFORM DESIGN WOULD BE REQUIRED
DISCREPANCIES SHALL BE REPORTED TO THE SUPERINTENDENT. 24. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS INCLUSIVE OF
DRAWINGS AND APPROVALS ON SITE AT ALL TIMES. PRIOR TO MOBILISATION AND TRAFFICKING OF ANY HEAVY MOBILE PLANT ON
CONTRACTOR TO LOCATE AND PROTECT SERVICES AS REQUIRED DURING TOPSOIL LAYER. REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR
PROPOSED WORKS. 23. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN THE SITE. BUILDING SLAB THICKNESSES AND HYDRAULIC DRAWINGS FOR SUB-FLOOR
ACCORDANCE WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN AND 6. IMPORTED GENERAL FILL MATERIAL SHALL BE SUPPLIED AND COMPACTED DRAINAGE FOR DETERMINATION OF REQUIRED BULK EARTHWORKS SURFACE.
5. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND
CONSTRUCTION CODE (2013). WHERE UNSUITABLE NATURAL MATERIALS ARE LOCATED AND AS OTHERWISE 25. ANY PRELOADING REQUIRED IS TO OCCUR IN ACCORDANCE WITH THE
SURVEY ALL CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SHOWN
NECESSARY TO OBTAIN SUBGRADE/PLATFORM LEVEL. IMPORTED GENERAL GEOTECHNICAL ENGINEERS REQUIREMENTS. CONTRACTOR TO ALLOW FOR
ON THE DRAWINGS INCLUDING ANY POTENTIAL EXISTING SERVICES CLASHES
FILL MATERIAL SHALL BE CLEAN GRADED MATERIAL FREE OF ORGANIC
PRIOR TO COMMENCEMENT OF CIVIL WORKS. CONTRACTOR TO IMMEDIATELY STANDARD SIGNS AND LINE MARKING NOTES MATTER AND STONES, WITH MAXIMUM PARTICLE SIZE OF 100mm AND
THE IMPORT AND REMOVAL OF ALL NECESSARY MATERIAL TO UNDERTAKE
REPORT ANY DISCREPANCIES TO RECOR AND AWAIT FORMAL DIRECTION THE PRELOADING OPERATIONS.
1. GENERAL CAPABLE OF BEING COMPACTED INTO COHERENT FILLING TO THE SPECIFIED
PRIOR TO COMMENCING CIVIL WORKS. 26. REFER ARCHITECTURAL DRAWINGS FOR BUILDING SETOUT.
1.1. ALL SIGNS AND PAVEMENT MARKING IS TO BE IN ACCORDANCE WITH THE STANDARD. THE MATERIAL SHALL HAVE A MAXIMUM PLASTICITY INDEX OF
6. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS SHALL QUEENSLAND TRANSPORT MANUAL OF UNIFORM TRAFFIC CONTROL 15%, A SHRINK-SWELL INDEX OF LESS THAN OR EQUAL TO 1% AND A MINIMUM
BE RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, FOOTPATHS, DEVICES (CURRENT EDITION). C.B.R. OF 10%. INSPECTIONS:
CONCRETE AREAS, GRAVEL AREAS, GRASSED AREAS AND ROAD PAVEMENTS. 7. ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE
2. SIGNS THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS
7. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO 2.1. ALL SIGNS TO BE REFLECTORISED CLASS 1 TO AS1906.1:2007 UNLESS CONTENT FOR STANDARD COMPACTION.
BEFORE ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR IS TO
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR REINSTATEMENT NOTED OTHERWISE. 8. ANY PROPOSED RETAINING WALL WORKS MUST BE WHOLLY WITHIN THE
PROVIDE A MINIMUM OF 72 HOURS NOTICE TO RECOR FOR REQUIRED
TO BE CARRIED OUT IMMEDIATELY TO THE SATISFACTION OF 2.2. SIGNS ARE TO BE INSTALLED WITH THE FOLLOWING CLEARANCES TO PROPERTY BOUNDARY OF THE SUBJECT SITE, INCLUDING REAR OF
INSPECTIONS. SHOULD THE
INFRASTRUCTURE OWNER/MANAGER / AUTHORITY/COUNCIL. EDGE OF SIGN: LOCATION CLEARANCE NO KERB 600 BEHIND GUIDE RETAINING WALL DRAINAGE INFRASTRUCTURE FOR RETAINING WALLS IN CUT.
RETAINING WALLS ARE TO BE PREPARED IN ACCORDANCE WITH STRUCTURAL CONTRACTOR FAIL TO REQUEST AN INSPECTION, THE CONTRACTOR WILL BE
8. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL POSTS BARRIER KERB 300 FROM FACE MOUNTABLE KERB 500 FROM FACE
ENGINEERS SPECIFICATIONS, AND IN CONFORMANCE WITH CONSTRUCTION RESPONSIBLE FOR ALL COSTS TO ALLOW FOR THE WORKS TO BE INSPECTED TO
WORKPLACE HEALTH AND SAFETY REQUIREMENTS. OF KERB.
REQUIREMENTS OF GEOTECHNICAL REPORT. THE SATISFACTION OF RECOR. ANY INSPECTIONS THAT FAIL ARE TO BE
2.3. PARKING CONTROL SIGNS TO BE MOUNTED TO FACE APPROACHING RE-INSPECTED WITH ALL REINSPECTION COSTS TO BE PAID BY THE CONTRACTOR.
9. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN CLOSE 9. REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR CONFIRMATION
TRAFFIC AT 45° TO KERB OR CARRIAGEWAY EDGE. ALL OTHER SIGNS TO
PROXIMITY TO NEIGHBOURING LOT BOUNDARIES OR INFRASTRUCTURE, OF RETAINING WALL COLOUR AND FINISH. a. PRESTART
BE TURNED AWAY BY 5° FROM THE NORMAL TO APPROACHING
CONTRACTOR TO ALLOW IN SCOPE OF WORKS TO PROVIDE ALL MEASURES 10. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 1' SOIL
HEADLIGHT. b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF SEDIMENT
NECESSARY TO ENSURE THE INTEGRITY OF EXISTING BOUNDARIES AND ENGINEERING SUPERVISION IN ACCORDANCE WITH APPENDIX B OF AS 3798.
INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW VIBRATION 3. SIGN SUPPORTS AND EROSION CONTROL MEASURES UNSUITABLE GROUND
THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL PROVIDE
EQUIPMENT, TRENCH SHORING ETC AS REQUIRED. 3.1. SLEEVED SIGNS SUPPORTS ARE TO BE PROVIDED IN ALL AREAS WHERE
CERTIFICATION THAT ALL GENERAL EARTHWORKS OPERATIONS HAVE BEEN c. SIDE AND CUT OFF DRAINS
THEY ARE IN A PAVED SURFACE.
10. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THESE CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS
4. LINEMARKING d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL
DRAWINGS, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN AND THE CONTROLLED FILL IS SUITABLE FOR PURPOSE TO THE REQUIRED
CONFIRMATION THAT WORKS CAN COMMENCE. 4.1. REDUNDANT LINEMARKING IS TO BE GROUND OFF. BEARING CAPACITY UNDER THE PLATFORM/STRUCTURES AS SPECIFIED BY e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT
4.2. THERMOPLASTIC LINEMARKING TO BE USED FOR ALL CONCRETE. THE GEOTECHNICAL REPORT. f. STORMWATER STRUCTURE BASE SLABS
11. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL
11. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED TO
CONSTRUCTED WORKS IN ACCORDANCE WITH LOCAL GOVERNMENT g. SEWER RETICULATION
REQUIREMENTS. UNLESS OTHERWISE ADVISED BY RECOR CONTRACTOR TO JOINTING NOTES 98% STANDARD MAXIMUM DRY DENSITY OR A DRY DENSITY INDEX OF AT
LEAST 75% IN ACCORDANCE WITH THE GEOTECHNICAL REPORT IN LAYERS OF h. WATER RETICULATION
NOTE COUNCILS ADAC REQUIREMENTS.
250MM LOOSE THICKNESS (PRIOR TO COMPACTION).
1. ALL JOINTING AND CONCRETE TO BE IN ACCORDANCE WITH THE i. PAVEMENT SUBGRADE
12. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH RELEVANT 12. COMPACTION TESTING TO BE CARRIED OUT AT A MINIMUM OF TWO TESTS
REQUIREMENTS OF AS3727.1:2016.
APPROVALS. PER VERTICAL LIFT WHERE STRUCTURAL FILL HEIGHTS EXCEED 300MM IN j. PAVEMENT REINFORCING
2. SAW CUT JOINTS MUST BE:
13. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL, ACCORDANCE WITH AS3798. CONTRACTOR TO UNDERTAKE ALL k. PAVEMENT PRIOR TO SEALING (PRESEAL)
LANDSCAPE AND OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL 2.1. BETWEEN 41 AND 31 OF CONCRETE PAVEMENT DEPTHS. EARTHWORKS TESTING IN ACCORDANCE WITH GEOTECHNICAL ENGINEER
AND LOCAL AUTHORITY REQUIREMENTS. l. RETAINING WALL FOOTING REINFORCING
CONSTRUCTION. 2.2. CLEARED OF ANY DEBRIS FROM THE CUTTING METHOD.
2.3. PERFORMED WITHIN 6 TO 12 HOURS OF FINISHING CONCRETE POURS. 13. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN m. RETAINING WALL BLOCKWORK PRIOR TO CORE FILL
14. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR DEMOLITION ACCORDANCE WITH LANDSCAPE DRAWINGS.
WORKS COMMENCING ON SITE. 3. DOWELL BARS MUST BE INSTALLED EXACTLY 90° TO THE FACE OF JOINT TO n. STEEL REINFORCEMENT OF CONCRETE STRUCTURES
ALLOW EXPANSION AND CONTRACTION MOVEMENTS. 14. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING LEVELS.
15. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS 15. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED o. PRACTICAL COMPLETION
4. JOINTING LAYOUT TO BE CONFIRMED BY SUPERINTENDANT PRIOR TO
AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O. MANAGEMENT PLANS. p. ON MAINTENANCE
CONSTRUCTION COMMENCING. LAYOUT SHOULD AVOID ACUTE ANGLES IN
16. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING THE CONCRETE SLAB AND AVOID MISMATCHED JOINTS. 16. CONTRACTOR TO ENSURE SUITABLE EROSION CONTROL MEASURES ARE
q. OFF MAINTENANCE
PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT 5. JOINT SEALANTS WHERE USED MUST ADHERE TO SIDE OF JOINT FACES ONLY INSTALLED INCLUDING BUT NOT LIMITED TO SHAKE DOWNS, SILT FENCE ETC
OF ANY WORKS ON SITE. AND SHALL NOT EXTEND ABOVE SIDES OF JOINTS ONTO THE SLAB SURFACE. IN ACCORDANCE WITH EROSION AND SEDIMENT CONTROL PLAN. r. ANY OTHER INSPECTION AS SPECIFIED BY LOCAL COUNCIL (REFER
17. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL BATTERS OR DEVELOPMENT APPROVAL)
17. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS IDENTIFIED 6. DOWEL BARS ARE TO BE
IN THE APPROVED VEGETATION MANAGEMENT PLAN. CONTRACTOR TO RETAINING WALLS (TEMPORARY OR PERMANENT) AS PER RELEVANT s. ANY OTHER INSPECTION AS REQUIRED BY UNITY WATER AND WHERE
6.1. FOR 100MM THICK SLAB, 12MM Ø OF LENGTH 300MM AND SPACED AT
ENSURE ALL TREE ROOTS AND STUMPS ARE COMPLETELY REMOVED AND AUSTRALIAN STANDARDS AND LEGISLATION. RELEVANT TO THEIR CERTIFICATION SCHEME
400MM CENTRES
BACKFILLED TO LEVEL 1 SUPERVISION. CONTRACTOR TO ALLOW TO MULCH 18. DUST CONTROL MEASURES ARE TO INCLUDE SPRAYING WATER ON UNPAVED
6.2. FOR 125MM THICK SLAB, 16MM Ø OF LENGTH 350MM AND SPACED AT
ALL CLEARED VEGETATION AND STOCKPILE ON SITE OR REMOVE FROM SITE ROADS, ACCESS TRACKS AND STOCKPILES AT A SUFFICIENT LEVEL TO
300MM CENTRES
AS DIRECTED. SUPPRESS DUST GENERATION. ADDITIONALLY CONTRACTORS ARE TO COVER
6.3. FOR 150MM THICK SLAB, 20MM Ø OF LENGTH 400MM AND SPACED AT OR ENCLOSE STOCKPILES WHERE REASONABLY PRACTICAL TO RESTRICT
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
NOOSA CYC CAMPSITE
CHRISTIAN YOUTH COUNCIL TITLE: STATUS:
GENERAL NOTES FOR APPROVAL
© ABN 89 647 469 707
59 KABI ROAD, COOTHARABA JARO BAULEKA NOT FOR CONSTRUCTION
02 06/09/22 ISSUED FOR APPROVAL BRP JAC JB
75 NOOSA DRIVE RPEQ: 20693
01 24/08/2022 ISSUED FOR APPROVAL MVP MVP JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
N.T.S DATE: 06/09/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
002 20220171 A1 02
Section 21
NOTES
1. FOR GENERAL NOTES REFER DWG 002, WHICH IS TO BE
N
REQUESTED AND VIEWED PRIOR TO COMMENCEMENT OF
CONSTRUCTION IF NOT SUPPLIED.
2. THE CONTRACTOR WILL MAKE HIMSELF FULLY AWARE OF THE
EXISTING FEATURES OF THIS SITE AND ENSURE ANY ADDITIONAL
WORKS NOT SHOWN ON THIS PLAN ARE INCLUDED IN THE
.0
10
CONTRACT. 10
.0
3. LOCATION AND DEPTH OF EXISTING SERVICES BASED ON SURVEY, 10.0
DBYD AND COUNCIL RECORDS. IT IS THE CONTRACTORS
RESPONSIBILITY TO CONFIRM ACTUAL LOCATION AND DEPTH
PRIOR TO CARRYING OUT ANY EXCAVATION OR TRENCHING
WORKS.
10.0
4. CONTRACTOR TO LOCATE AND PROTECT ALL EXISTING SERVICES
10.0
ON SITE PRIOR TO COMMENCEMENT OF WORKS. 10.0
EXCAVATE AND EXISTING BUILDING AND
5. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR TO REMOVE CONCRETE CONCRETE SURROUNDS
ANY DEMOLITION WORKS COMMENCING ON SITE. TANKS FROM SITE TO BE DEMOLISHED AND
REMOVED FROM SITE
6. ALL VEGETATION WITHIN THE LIMIT OF WORKS TO BE CLEARED, 11.0
11
.0
MULCHED AND REMOVED FROM SITE IN ACCORDANCE WITH
APPROVED VEGETATION CLEARING PLAN (BY OTHERS) OR IF
SCHEDULED STOCKPILE FOR USE BY LANDSCAPER.
12.0 .0
12
15
16.0 .0
7. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES ON SITE AND w
elo s
MAKE SUITABLE ARRANGEMENTS TO HAVE DISCONNECTED PRIOR e B Tank
17.0 13
.0
t
re
/
nc nd
Co rou
TO DEMOLITION WORKS BEGINNING.
SMH SMH
SMH
SMH SMH .0
13
G 0
17.
SMH
14
8. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED
/
.0
.0
18
.0 14
We
ON THIS DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND
.0
a
Ga ther
18
Co
RECEIVE WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
19.
/ lv B bo
uil ard
din &
nc
ret
e
15
.0
15
.0
19.0
0
/ g
0
17.
Wa
16
M/Hter .0
9. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR
19
.0
19.0
Wat
Wa M/Her
M/Hter
/
18
.0
WatM/H
er
ADJOINING PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR +19.200
19.0
/
Wa
M/Hter
Ta ow
s
nd el
nk
TO COMMENCEMENT OF ANY WORKS ON SITE.
M/Hter
Wa
ou e B
19.0
Gr cret
8.
0
15.0
She lv
d
Ga
18.0
n
10. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING
0
Co
19.
9.
STRUCTURES, ROADS AND SERVICES WITHIN LIMIT OF WORKS AND
/ 19.0
0
19.0
18.0
REMOVE FROM SITE U.N.O. +16.700 10
.0
.0
17
14
.0
.0
16
11. WHERE NECESSARY, CONTRACTOR SHALL OBTAIN ALL
17.0
11
.0
.0
en
15
18.0
NECESSARY APPROVALS TO CARRY OUT SERVICES RELOCATION
um
.0
17
14
.0
Bit
18.0
ys
ys
Ba
Ba
OR ALTERATIONS.
12
18.0 .0 .0
17
ys
ng
ng
17.0
Ba
.0
rki
rki
13
13
ys .0
Pa
14
Pa
Ba
.0
ng
16.0
.0 15.
rki
16 15
r
0
r
16.0
Ca
.0
ng
Ca
Pa
17.0
rki
.0
Pa
15
r
Ca
7.
en
13.0
14.0
0
/
18
um
r
Ca
/
.0
17.0
Bit
.0
15.0
16
14
.0
17.0
DEMOLISH EXISTING
.0
8.
12.0
13
15.0
0
16.0
SHED AND REMOVE
14.0
Car Par
king Bays
FROM SITE
16.
0
17
14.0
.0
9. 7.0
.0
0
12
15.0
0
Section 22
16.
14.0
7.0
.0
15.0
10
n
15 .0
me
8.0 W
9.0
14.0
Bitu
Concre
8.0
8.0
9.0
17.0
8.0 0
te Path
11 8.
.0
Rock 8.0
.0
17
.0
8.0
14
0
.0
9.0 12 8.
11
8.0
16.0
Gate
.0
Concrete
13.
9.0
18.0
14.0
14.0
10.0
0
8
9.0 PP
Bitumen
11.0
Ro.0ck
8.0
Gravel
13
8.0
13.0
.0
12.
18
13.0
0
.0
8.0
8.0 9.0 14
.0
12.0
10.
Access
0 9.0
13.0
11 Bitum 17.0
.0 en 15
.0
11.0
14.0
Track
13
16.0
Track
12.0
0
12.
.0
15.0
13.0
Access
17.0
10.0
10.0
3.0 11.0
14.0
1
.0
16
Gra
vel
ELP
12.0
Acc 13.0
ess ELP
12.0
Tennis
Tra
10.0
14
ck Pergola Court
.0
9.0
0
11.0
ELP
12.
11.0
ELP
/E
Tempora
13.
ry
.0
House
0
15
0
ELP
11.
13.0
10.0
10.0
LP
/
11.
10.0 17
0
.0
/
12.
9.0
0
14.
0
12.0
.0
9.0
Track
15
10.0
/
0.0 Access
12.0
11.
1
Galv
0
16
.0
Shed
EXISTING GRAVEL TRACK
0
13.0
14.
9.0
10
9.0
.0
/ 11
.0
TO BE DEMOLISHED
/
13.0
10
Existin
.0
Mainten g
9.0
14.0
SMH SMH
9.0
ance
10.0
Sh
Concrete
Slab eds
9
.0
Concrete
15.0
Slab
9.0
15.0
8.0
16.0
14
.0
8.0
/
/
The text continues on section 23.