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RFI - Attachment 3 - Stormwater Management Plan
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d= Oo a0 55 Carpenters Road, ote C NA 21020 EcoCottages Stormwater Management Plan September 2022
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Full text of sections 2 to 34 (of 87)
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:
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copy version.
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Document control
Report title Stormwater Management Plan
Document code 21020-SWMP01 Project number 21020
File path C:\12dS\data\RecorSYN\21020 Carpenters Lane, Cooroy Affordable Housing_54\03
Engineering\02 Reports\RECOR Concept Stormwater Management Report - 21020.docx
Client EcoCottages
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 05/09/2022 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 Civil Engineer
recorconsulting.com
A 37 Mary St, Noosaville Qld 4566 E [email protected]
P +61 7 5211 1003
Section 3
Contents
Introduction..........................................................................................................................................4
Site Details ...........................................................................................................................................5
2.1. Existing Site Description ...................................................................................................................... 5
2.2. Existing Drainage Patterns .................................................................................................................. 6
2.3. Proposed Development Drainage Patterns........................................................................................ 9
Flood Considerations ........................................................................................................................ 11
3.1. Flood modelling parameters ............................................................................................................. 12
3.2. Flood modelling results ..................................................................................................................... 14
Stormwater Quality Management ...................................................................................................... 17
4.1. Operational Stormwater Management ............................................................................................. 17
4.2. Construction Stormwater Management ........................................................................................... 24
Stormwater Quantity Management .................................................................................................... 27
5.1. Site Discharge Impacts ..................................................................................................................... 27
Conclusion ........................................................................................................................................ 29
Appendices
Appendix A
Proposed Concept Plans
Appendix B
DRAINS Modelling Results
Appendix C
TUFLOW Modelling Flood Maps
Appendix D
Ecosol Litter Basket Technical Specification
Appendix E
Bioretention Garden Maintenance Checklist
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Section 4
INTRODUCTION
RECOR has been engaged to prepare a Stormwater Management Report to accompany a development application
for an affordable housing development located at Lot 2 RP 200519 (55 Carpenters Road, Cooroy), which is located
in the Noosa Shire Council local government area. The proposed development will result in 33 sites containing 1
and 2 bedroom relocatable cabin dwellings with an existing dwelling on the site also retained.
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 development site is located at 55 Carpenters Road, identified as Lot 2 RP 200519. The site has an
area of 24,310m² and is located within a rural residential zone while the access easement within Carpenters Road
(located on Lot 1 SP 248288) is inside the Cooroy urban area.
Review of the Gympie Regional Council Intramaps flood layers, including the Flood Hazards Overlay, has identified
that the site is outside of the flood inundation zone, however parts of the Carpenters Road access are subject to
inundation.
A locality plan is presented inFigure 2.1 - Site Locality Plan (Noosa Shire Council Intramaps, 2022) below.
Lot 1
SP 248288
Lot 2
RP200519 Existing Culvert
(55 Carpenters Road)
Urban Zone Boundary
Figure 2.1 - Site Locality Plan (Noosa Shire Council Intramaps, 2022)
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Section 6
2.2. Existing Drainage Patterns Surface runoff from the existing site occurs as overland sheet flow following the natural surface contours which typically drain towards an existing drainage feature within adjacent lots to the east. This watercourse flows from south to north as indicated by the green dashed line within Figure 2.2 – Existing Site Drainage Characteristics (Queensland Globe Watercourse Identification Map, 2022) continuing through Lot 1 SP 248288 to the north. Upstream catchments contributing to the existing watercourse have been identified by yellow polygons on Figure 2.2. Further detail of these catchments is included within the catchment plan in Appendix A. An existing 1200mm diameter pipe culvert provides passage for the watercourse beneath Carpenters. Based on Council flood mapping, this culvert will be overtopped as the major drainage system during larger storm events that exceed the capacity of the stormwater drainage line. This stormwater culvert, as well as other upstream culverts along the waterway as identified from Council mapping, are indicated by blue arrows below in Figure 2.2. Downstream of the proposed development the stormwater flows traverse a number of properties for approximately 750m before discharging to Cooroy Creek Creek, a tributary of the Six Mile Creek Left Branch (refer Figure 2.3). Run-off from Carpenters Road is typically captured in the roadside table drains, which convey stormwater run-off north to the existing culvert crossing beneath Carpenters Road (south of the proposed development site). The southern portion or Carpenters Road is discharged as sheet flow across the batter slopes draining towards the existing watercourse west of the road. Project number 21020 Page 6 of 36 File RECOR Concept Stormwater Management Report - 21020.docx, 2022-09-05 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 7
Site surface runoff typically
draining east towards
drainage feature
Existing DN1200
Culvert
Roadside table
drains
Sheet flows towards
drainage feature
Approximate
upstream catchment
extents (1.07km²)
Figure 2.2 – Existing Site Drainage Characteristics (Queensland Globe Watercourse Identification Map, 2022)
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Section 8
Site
Figure 2.3 – Watercourse Map (Queensland Globe Watercourse Identification Map)
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Section 9
2.3. Proposed Development Drainage Patterns
2.3.1 Stormwater Concept
A drainage system designed to capture and/or convey runoff from minor and major stormwater events will be
provided throughout the development. The “minor” system will consist of field inlet pits, piped drainage, roof water
connections, surface grading and swales to manage runoff. Final sizing of the minor system will be undertaken as
part of the detailed design in accordance with the Queensland Urban Drainage Manual, Table 7.3.1, providing
conveyance for storms up to and including the Q10 (defined as 10% AEP) storm event as required for urban
residential developments with greater than 20 dwelling units/ha.
The “major” drainage system will rely on the natural contours of the land to provide overland surface flow conveyance
to the west of the site towards the existing drainage feature to which the site currently discharges. The internal
driveway through the proposed development will been graded to ensure an overland flow path is available through
convey run-off from the development as the major drainage system flow path to minimise impacts of surface flows
on the proposed cabins.
Internally, stormwater quality will be managed through a combination of rainwater reuse tanks (plumbed for internal
and external reuse), litter basket pit inserts for pits within the driveway and an end of line bioretention area providing
finishing treatment for the majority of run-off from the development. The typically undeveloped area of the site which
is not captured by the drainage system, will be conveyed by swale drains adjacent the driveway to be discharged
from the development towards the watercourse providing for water quality improvement of these areas to minimise
impacts on the downstream environment.
Within the access easement, the road upgrade will convert the existing gravelled surface into a sealed road, reducing
the overall sediment load likely to be generated from the access road. Runoff from the driveways will be conveyed
in roadside swale drains to provide treatment and nutrient removal from the stormwater.
Water quantity impacts have been assessed from both the proposed development site and the upgraded access
road, which have found that due to the significant upstream catchments which are conveyed by the drainage feature
to which the site drains, the overall increase in run-off volumes does not result in a significant increase to the peak
water volumes, therefore attenuation is not required for the proposed development.
The Carpenters Road access will be upgraded to ensure that the development is able to be safely accessed for all
storms up to and including the 1% AEP storm. Flooding analysis has been undertaken using the TUFLOW model to
ensure that the proposed upgrade will not cause impacts to the upstream and downstream environments. The
existing 1200mm diameter piped culvert crossing beneath Carpenters Road will be upgraded to provide an
increased flow capacity to such that overtopping of the access road is limited to a safe velocity depth product for the
1% AEP storm.
The internal stormwater and inter-allotment drainage networks 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.
2.3.1 Lawful Point of Discharge
The site typically drains east towards the existing drainage feature within the Carpenters Road access easement,
which continues downstream to the north. The catchments upstream of the development are also conveyed
through this drainage channel. The lawful point of discharge test, as described in Section 3.9.1 of QUDM, requires:
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Section 10
• 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.
Analysis of the impact of the proposed development, including proposed impacts to channel conditions following
the Carpenters Road upgrade as described in Section 4.1, has found that the peak discharge rate (1% AEP event)
from the developed site at the existing point of discharge will increase by less than 1.5% and depth by
approximately 5mm (refer Section 5.1). This slightly altered flow is not expected to be the cause of damage to
third party property, therefore the existing point of discharge is considered to remain as the lawful point of
discharge for the development.
2.3.2 Stormwater Catchments
A schematic layout plan of the proposed drainage catchments that will contribute to stormwater flows through the
site has been prepared and is included within Appendix A - Proposed Concept Plans.
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Section 11
FLOOD CONSIDERATIONS As noted above, review of the Noosa Shire Council Intramaps flood layers including the Flood Hazards Overlay has identified that the site is located outside of the flood inundation zone, however the proposed access along Carpenters Road is subject to inundation as shown below in Figure 3.1 – Flood hazard Overlay Map (Noosa Shire Council Intramaps, 2022). Figure 3.1 – Flood hazard Overlay Map (Noosa Shire Council Intramaps, 2022) Flood protection measures are required to ensure the site can be safely accessed in all storm events up to and including 1% AEP storm event (as discussed below, refer Section 3.2). This will involve an upgrade of Carpenters Road to achieve the required level of flood immunity. Modelling of the existing and proposed developed access road has been undertaken to ensure that the proposed upgrade will not result in negative impacts to the upstream or downstream properties along the drainage feature. Project number 21020 Page 11 of 36 File RECOR Concept Stormwater Management Report - 21020.docx, 2022-09-05 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 12
3.1. Flood modelling parameters
Analysis of the existing and proposed development area has been carried out using TUFLOW (a 2D flood modelling
engine) via the 12D interface.
LiDAR survey data (0.25m interval obtained from the Noosa-Gympie 2015 project for Queensland LiDAR Data) and
design data has been used to create a digital terrain model of the site and its upstream catchments under existing
and proposed conditions. Rainfall from contributing catchments has been applied to the model as rain-on-grid to
simulate the behaviour of both 2D surface flows and 1D piped flows representing culvert crossings under the peak
1% and 10% AEP flood events.
ILSAX routing has been used for the run-off routing method as it allows non-linear run-off routing considering various
surface conditions for urban and semi-urban catchments as well as the interaction of surface flows entering into
piped drainage networks.
The TUFLOW model was set up in 12D, using a grid size of 5m and sub-grid sampling of 3 intervals to model the
largescale terrain accurately ensure the drainage channel and contributing surface flows were accurately
represented in the model. Catchment surface types were identified in the contributing areas based on an assessment
of the typical land use and surface characteristics. Types identified in Table 3.1 - Surface Material Types. Infiltration
rates for the surface types are based on the Australian Rainfall and Runoff (ARR) Datahub parameters for the location.
Surface material adopted for each area is shown in Figure 3.2 – Adopted Surface Material . Boundary conditions
were generated for outflow channels having a depth greater than 0.3m along the downstream boundary, with the
boundary energy slope at the outlet channel set at 1.3% as measured from the lidar data for the downstream
drainage feature channel. A cut-off depth of 1cm was used for the modelling results to minimise superfluous output.
Table 3.1 - Surface Material Types
ID Surface Type Description Manning’s ‘n’ Infiltration Characteristics
(Initial, Continuing)
1 Road Catchments Predominately impervious 0.025 1,0
(default material) road surfaces and verges with
minimal flow obstructions
2 Large rural lots or Heavily vegetated areas 0.07 28, 2.6
predominately without significant levels of
vegetated areas development
(Magenta)
3 Urban or Urban residential style 0.04 28, 2.6
developed development and/or
Allotments (Red) industrial areas
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Section 13
Figure 3.2 – Adopted Surface Material for Each Area Rainfall data for the locality was obtained from the Bureau of Meteorology IFD charts, with the temporal distribution of rainfalls provided using the patterns obtained from the ARR Datahub. The rainfall intensities have been increased by a factor of 1.2 to allow for climate change impacts projected to 2100 climate conditions. Refer to Appendix B - DRAINS Modelling Results for details of the BoM and ARR data used in the modelling. Models were run for 1% and 10% AEP storm durations of 10 minutes to 720 minutes for the ensemble of ARR temporal patterns for each event. Based on the estimate catchment time of concentration (approximately 45 minutes), the cut-off time for each duration was extended by an hour to ensure the effects of temporal patterns was fully captured by the model. The simulations were run for both the existing terrain and stormwater infrastructure, as well as the developed terrain consisting of a proposed upgrade to Carpenters Road, upgraded culvert crossing and internal stormwater network. The resultant depths, velocities, depth velocity products and surface height at each grid square within the active extent of the modelled terrain were recorded for each storm event across all durations. The resulting data for each storm was aggregated using asc_to_asc software to find the median storm event within each duration, and then determine the maximum result of these medians across all durations with the critical result obtained at each grid square. This data has been filtered to remove isolated grid squares and flowpaths and drainage features disconnected from the subject channel for ease of review. Due to the 5m grid spacing, it was noted that the grids did not necessarily align with table drains, culvert crossings and the roadway as their widths are typically at or below the resolution of the model. To account for this a higher resolution simulation using 1mx1m grid squares and 3 sub grid samples was run for each of the critical median storm events identified at the culvert crossing to ensure the behaviour at this key area was accurately represented. Table 3.2 – Critical Median Storm Event at culvert crossing presents the storms that produced the maximum of median results across all storm events which were modelled at 1m intervals. Project number 21020 Page 13 of 36 File RECOR Concept Stormwater Management Report - 21020.docx, 2022-09-05 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 14
Table 3.2 – Critical Median Storm Event at culvert crossing
AEP Characteristic Duration Storm
1% Depth 90 5328
1% Depth x Velocity product 90 5328
120 5323
10% Depth 120 5367
10% Depth x Velocity product 120 5367
270* 5435
It is noted that temporal pattern 5435 for the 10% AEP 4.5 hour storm produces an embedded burst (where a small
period of the rainfall has an intensity rarer than the storm event as a whole), resulting in 100mm of rain occurring
within a 1 hour period. This rainfall is approximately equivalent to the 1% AEP rainfall intensity for this period
(between a 5% and 2% AEP storm under 2100 climate change conditions), and therefore this 1 hour burst would
govern the results and design based on this storm event. This is not considered to reflect of the 10% AEP
conditions as it would result in overdesign of the culvert being assessed so this temporal pattern has therefore
been excluded from the results.
While every care has been taken in preparation of the TUFLOW model and the choice of the adopted parameters,
there is an inherent level of uncertainty in hydrological and hydraulic modelling due factors which may include any
of the following:
• The accuracy and resolution of the survey and lidar composite terrain model, and the interpretation of this
information by the hydraulic model (calculations using a fixed grid).
• The nominated position of grid boundaries and grid sizes to represent surface conditions and heights may
not capture all flow paths or alignment characteristics so localised behaviour can vary.
• Impacts of structures and localised drainage (roof connections, interallotment drainage, etc) that aren’t
represented in the model resulting in differences in flow distribution.
• Dynamic changes in the existing or proposed topography due to erosion or deposition of soil or debris
during a flood event which can lead to changes in the distribution of flow.
• Uncertainty in the rainfall pattern and catchment conditions prior to a flood. Antecedent moisture
conditions prior to rainfall, initial detention storage levels at the beginning of rainfall runoff and the
intensity and uniformity of the rainfall event itself all vary during flood events. Modelling attempts to
reproduce a composite representation of these patterns through the ARR temporal patterns, however
individual rainfall events may exhibit a differing temporal pattern than those modelled.
• Estimation of input parameters to the model such as runoff coefficients, Manning's roughness, and
infiltration characteristics, which may vary within the catchment to a higher level of granularity than the
modelled conditions.
3.2. Flood modelling results
A number of locations were selected upstream and downstream of the proposed culvert upgrade that would
provide an indicative representation of the conditions in the existing state, as well as conditions resulting from the
proposed road and culvert upgrade in order to assess the impacts of the development. Refer to Figure 3.3 – Flood
modelling points of interest which demonstrates these locations and Table 3.3 – Point of Interest Descriptions
describing each location.
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Section 15
Figure 3.3 – Flood modelling points of interest
Table 3.3 – Point of Interest Descriptions
Point ID Description
1 Before culvert on Carpenters Road
2 Centre of culvert crossing on Carpenters Road
3 After culvert on Carpenters Road
4 Adjacent property driveway crossover on Carpenters Road
5 Subject site driveway crossover on Carpenters Road
6 100m upstream of culvert in drainage feature
7 50m upstream of culvert in drainage feature
8 Culvert Inlet
9 Culvert Outlet
10 50m downstream of culvert in drainage feature
11 SE corner of site in drainage feature
12 100m downstream of culvert in drainage feature
13 NE corner of site in drainage feature
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Section 16
A summary of the results is included in Table 3.4 and showing the pre and post conditions at the nominated
locations through the drainage feature. Refer to Appendix C TUFLOW Modelling Flood for the flood maps
resulting from the modelling.
Table 3.4 – Pre and Post-Development Flood Depths and Depth Velocity
Point Existing Existing Developed Developed Existing Existing Developed Developed
ID 1% 1% 1% Critical 1% Critical 10% 10% 10% 10%
Critical Critical Depth dxV Critical Critical Critical Critical
Depth dxV Depth dxV Depth dxV
1 0.393 0.431 0.1 0.201 0.229 0.405 0 0
2 0.372 0.645 0.172 0.205 0.323 0.254 0 0
3 0.311 0.453 0.111 0.194 0.194 0.388 0 0
4 0.026 0.014 0.029 0.02 0.02 0.01 0 0
5 0.025 0.006 0 0 0 0 0 0
6 1.545 1.195 1.555 1.072 1.357 0.626 1.249 0.669
7 2.09 1.006 2.155 0.87 2.016 0.519 1.853 0.6
8 1.657 0.911 2.012 0.95 1.629 0.417 1.723 0.65
9 1.455 1.502 1.788 1.849 1.043 1.25 1.537 1.4
10 1.463 2.216 1.42 2.057 1.099 1.321 1.137 1.156
11 1.638 2.122 1.609 1.957 1.337 1.157 1.314 1.132
12 1.313 1.891 1.29 1.749 1.029 1.107 1.007 1.082
13 1.514 1.833 1.511 1.748 1.328 1.15 1.312 1.103
At the location of the culvert (POI 1 to 3), the road is now trafficable during the 1% AEP storms (depth < 0.2m and
dxV <0.3m/s² as per QUDM Table 7.4.5) and unaffected under the 10% AEP storms.
Although the culvert upgrade results in increased depth of flow upstream of the crossing, the impacts are
contained within the heavily vegetated riparian buffer zone and areas of biodiversity significance overlays where
impacts are expected to be minimal. At a location 100m upstream of the culvert, the difference from the existing
flows are negligible, and downstream of the crossing there is no worsening to existing conditions. Furthermore,
the upgraded culvert also results in an improvement to flood conditions under the 10% AEP storm event with
reduced flood depths upstream and downstream of the culvert. The proposed upgrade of the culvert is therefore
unlikely to result in changes to the upstream or downstream property owners causing additional risk of significant
nuisance or hazard beyond existing conditions.
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Section 17
STORMWATER QUALITY MANAGEMENT
4.1. Operational Stormwater Management
In accordance with the Noosa Plan 2020 Water Quality and Drainage Code, the proposed development site will be
required to achieve the design objectives for operational stormwater quality as outlined in Table 9.4.8.3 PO6, as
shown in Table 4.1 - Operational Water Quality Objectives below.
Table 4.1 - Operational Water Quality Objectives
Pollutant Percentage Reduction
Target (%)
Total Suspended Solids (kg/yr) 80
Total Phosphorus (kg/yr) 60
Total Nitrogen (kg/yr) 45
Gross Pollutants (kg/yr) 90
The proposed upgrade of Carpenters Road will convert a gravelled surface to sealed, which will immediately
reduce free sediment available to be transported during storm events and prevent the sediment loads impacting
upon the downstream waterways. Run-off from the proposed upgrade will be convyed in grassed tables drains
acting as swales, further reducing pollutant and nutrient loads generated by the development. Based on the
confined nature of the access easement, this is considered a best practice approach to providing stormwater
quality improvements to the access.
The following discussion will assess the quality management for the proposed development site within Lot 2 RP
200519 where the developed site will significantly alter existing conditions . MUSIC modelling has been carried out
to assess the proposed development treatment train against the above objectives as described in the following
sections.
4.1.1 MUSIC Modelling
The proposed development and the above treatment train have been modelled in MUSIC (Model for Urban
Stormwater Improvement Conceptualisation) software in accordance with the Water by Design MUSIC Modelling
Guidelines (2018).
The climatic data has been modelled using the rainfall and PET data at station 40059 (Cooroy Composite) in 6-
minute timesteps. The rainfall run-off parameters have been set as defined for the Southeast Queensland region,
shown below in Figure 4.1 - Rainfall run-off parameters for SEQ
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Section 18
Figure 4.1 - Rainfall run-off parameters for SEQ
The source nodes have been created using a split catchment approach, with the roof, driveway and other ground
areas separated with stochastic pollutant generation for each of the surface types as per Table 4.2 - Urban
Residential Split Node Pollutant Generation Parameters. The area and impervious fractions for each catchment are
actual values based on the design plans.
Table 4.2 - Urban Residential Split Node Pollutant Generation Parameters
Flow Type Surface TSS LOG¹º TP LOG¹º VALUES TN LOG¹º VALUES
Type Mean St. Dev Mean St. Dev Mean St. Dev
Baseflow Roof N/A N/A N/A N/A N/A N/A
Driveway 1.00 0.34 -0.97 0.31 0.20 0.20
Ground 1.00 0.34 -0.97 0.31 0.20 0.20
Stormflow Roof 1.30 0.39 -0.89 0.31 0.26 0.23
Driveway 2.43 0.39 -0.30 0.31 0.26 0.23
Ground 2.18 0.39 -0.47 0.31 0.26 0.23
The proposed treatment train has been modelled as shown in Figure 4.2 - MUSIC Stormwater Treatment Train. The
details of the treatments are described in the following sections.
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Section 19
Figure 4.2 - MUSIC Stormwater Treatment Train
4.1.1.1. Rainwater Tanks
The roof area of each of the proposed dwellings is modelled as draining into a minimum 3kL rainwater reuse tank
that will be plumbed for internal and external reuse. Each tank is to be fitted with a first flush diverter to remove the
typically sediment laden initial volume from the tanks.
The tanks will be plumbed for internal and external reuse which has been modelled in accordance with the MUSIC
guidelines. The reuse demands have been determined as follows with all cabins considered a permanent residential
style dwelling.
- Internal Reuse demands:
o All homes are assumed to be fitted with full water saving devices,
▪ 26L/Person/day for laundry
▪ 21L/Person/day for toilets
o 1 Bedroom units
▪ 1.6 persons/dwelling = 75.2L/day
o 2 Bedroom units
▪ 1.9 persons/dwelling = 89.3L/day
o 4 Bedroom (Existing) dwelling
▪ 3.4 persons = 159.8L/day
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Section 20
- External Reuse demands
o 75% of pervious landscaping per dwelling will be irrigated with an annual application of 548mm
o Each dwelling has an indicative 90m² pervious area in proximity
o Annual irrigation of 36.99kL per dwelling
A typical rainwater tank node configuration is shown below in Figure 4.3 – Typical Tank node configuration
Figure 4.3 – Typical Tank node configuration
4.1.1.2. Pit Inserts
All grated inlet pits within the driveway are to be fitted with Ecosol Litter baskets with 1500µm filter Bags. These
have been certified by the manufacturer as having the pollutant removal efficiencies shown in Figure 4.4 - Ecosol
Litter Basket Pollutant Removal Efficiencies. The inserts are modelled using generic treatment nodes, with a high
flow bypass of 106L/s per pit and concentration-based capture efficiency set in accordance with manufacturers
guidelines. Refer to Appendix D Ecosol Litter Basket Technical Specification for further details on the devices.
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Section 21
Figure 4.4 - Ecosol Litter Basket Pollutant Removal Efficiencies
4.1.1.3. Bioretention Areas
An end of line bioretention area will provide treatment to all stormwater runoff captured within the internal
drainage network before it is discharged from the development. The bioretention areas are modelled in
accordance with the Water by Design MUSIC Guidelines 2018 with the node configuration shown below in Figure
4.5 – Bioretention Node details.
Figure 4.5 – Bioretention Node details
Table 4.3 – Indicative Bioretention Area Plantings below based on the Brisbane City Council Water Sensitive Urban
Design Engineering Guidelines presents a sample of suitable plants that may be used to provide effective removal
of nutrients in the areas however a landscaping specialist should be consulted to confirm final species to be
planted.
Table 4.3 – Indicative Bioretention Area Plantings
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Section 22
Planting
Density
Scientific Name Common Name Form Height (mm) (Qty/m²)
Myoporum parvifolium Creeping Boobialla Prostrate 150 4-6
Cymbopogon refractus Barbed Wire Grass Tufted 300 8-10
Cyperus polystachyos Bunchy Sedge Tufted 600 6-8
Dianella brevipendunculata Flax Lily Tufted 500 4-6
Dianella caerulea cv ‘Breeze’ Blue Flax-lily Tufted 600 4-6
Dianella caerulea cv ‘Little Jess’ Blue Flax-lily Tufted 400 4-6
Dianella longifolia var. longifolia Pale Flax-lily Tufted 550 6-8
Dichelachne crinita Long Haired Plume Grass Tufted 200 6-8
Erograstis elongata cv ‘Elvera’ Elvera Tufted 300 6-8
Imperata cylindrica Blady Grass Tufted 500 4-6
Lepidosperma laterale Variable Sword Sedge Tufted 750 8-10
Lomandra confertifolia Matting Lomandra Tufted 300 4-6
Lomandra confertifolia subs pallida Mat Rush Tufted 400 4-6
Lomandra longifolia Matt Rush Tufted 1000 4-6
Lomandra longifolia cv 'Tanika' Tanika Tufted 500 4-6
Poa labillardiere cv ‘Eskdale’ Eskdale Tufted 450 6-8
Themeda australis Kangaroo Grass Tufted 400 6-8
Themeda australis cv ‘Mingo Mingo Tufted 200 8-10
4.1.1.4. Swales
Run-off bypassing the stormwater drainage network will be captured in a swale providing for both conveyance and
treatment of this run-off before it is discharged from the development. The modelled characteristics of the swale
are presented below in Figure 4.6 – Swale Node details.
Figure 4.6 – Swale Node details
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Section 23
4.1.2 MUSIC modelling results
The proposed treatment train for each site can achieve the required water quality improvements as shown below in
Table 4.4 - MUSIC Modelling results for Carpenters Road Development Site.
Table 4.4 - MUSIC Modelling results for Carpenters Road Development Site
Pollutant Sources Residual Percentage Percentage
Load Target Reduction
Total Suspended Solids (kg/yr) 6798.681 968.401 85 85.756
Total Phosphorus (kg/yr) 11.871 2.682 65 82.262
Total Nitrogen (kg/yr) 48.305 22.186 45 54.07
Gross Pollutants (kg/yr) 453.489 0 90 100
4.1.3 Maintenance Requirements
Periodic maintenance and monitoring of stormwater infrastructure proposed for this development should be
carried out to ensure they are operating effectively during the post-construction phase. After the on-maintenance
period, the responsibility for these maintenance activities shall be the body corporate for the site who may appoint
a suitably qualified maintenance contractor or caretaker to undertake these activities.
The field inlet grates, pits and underground pipes shall be inspected for blockage or damage at least 6 monthly or
after significant rainfall event. Any blockages shall be cleared from the system, and damage assessed to determine
if it impacts on the function of the system or may pose a hazard that will require repair.
The bioretention areas shall be maintained following a schedule of routine inspections undertaken after every
significant rainfall event (30mm of rainfall in a 24-hour period) or on a three (3) monthly basis within the first twelve
(12) months and on a six (6) monthly basis thereafter. The inspection shall ensure the proper functioning and
condition of the bioretention area and ensure that the planting and vegetation health is suitably maintained. An
inspection checklist from the Healthy Waterways Technical Design Guidelines for Southeast Queensland has been
provided in Appendix Bioretention Garden Maintenance Checklist that provides the structure for the inspections
to be undertaken.
In addition to regular inspections, the first 4 months of establishment of the bioretention areas requires a watering
frequency of:
i. Week 1 - 6 - 5 times per week
ii. Week 6-10 – 3 times per week
iii. Week 11-15 – 2 times per week
After 5 months, watering frequency shall be adjusted based on the local conditions to ensure plants are
maintained in a healthy state.
The pit inserts (nominally Ecosol litter baskets with 1500um screening mesh) are required to be maintained in
accordance with all manufacturers specifications. Indicatively, routine maintenance involving minor servicing shall
initially be carried out 2 to 4 times annually, with the ongoing frequency based upon the first year’s inspections. A
higher frequency may be required depending upon the catchment size and pollutant generating characteristics of
the site’s catchments.
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Section 24
A minor service, which can be carried out by hand or with the assistance of a vacuum unit, consists of:
1. Filter basket inspection and evaluation.
2. Removal of captured pollutants.
3. Disposal of material.
Based on the routine inspection, a major service shall be carried out on an as needed basis. This will be required
where tears or other damage to the filter bag is observed, or an inspection of the components finds damage. The
major service consists of
1. Filter basket replacement
2. Support frame rectification.
Additional maintenance may also be required where there has been a hazardous material spill, the system is
experiencing blockages, or following major storms and flooding.
4.2. Construction Stormwater Management
4.2.1 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. 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)
• 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 4.7.
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Section 25
Figure 4.7 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 an on-site sedimentation basin 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.
5. Diversion of upstream catchments around any exposed areas through the use of turfed catch drains or
similar.
4.2.2 Erosion and Sediment Control Monitoring
The control measures described above must be maintained in an effective operational condition during the
construction works. Regular inspections should be carried out by the contractor and any defects in erosion and
sediment control devices specified for the site are to be remedied as soon as practicable. Any damage to either
temporary or permanent water quality control structures is to be immediately rectified at the contractor’s expense.
The inspection of the ESC devices is to be carried out as follows:
1. Routine Inspection – is to be carried out daily while work is being carried out on site, or weekly
while works are not being carried out.
2. Preventative inspection – to be carried out a maximum of 24 hours before rain is forecast.
3. Reactive inspection – to be carried out within 18 hours of a rainfall event sufficient to mobilise
surface sediment on the site.
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Section 26
Documentation of these defects is to be carried out, recording the date the defect was identified, a description of the defect, the cause of the defect and measures that can be implemented to reduce the likelihood of the defect occurring in the future. Once the device has been repaired, the date of repair and the solution implemented should also be recorded in the documentation. A record of all inspections and maintenance carried out on the erosion and sediment control devices is to be maintained on site all times during construction. Project number 21020 Page 26 of 36 File RECOR Concept Stormwater Management Report - 21020.docx, 2022-09-05 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 27
STORMWATER QUANTITY MANAGEMENT
5.1. Site Discharge Impacts
The proposed development will result in an increase to the total impervious area of the site that will result in
increased run-off generation compared to existing conditions. An assessment of the existing and proposed peak
flow hydrology has been carried out to determine the impacts of the development upon the downstream waterways.
The site has been modelled using the DRAINS software to assess the peak flow hydrology off the site from the
existing and proposed site. A simplified catchment has been modelled for both existing and developed sites
containing the watershed for the development area as a single catchment, with impervious areas based on aerial
imagery for the existing site, and the proposed design layout for the developed scenario. No attenuation has been
modelled from either the rainwater tanks nor the bioretention area proposed for the developed site to conservatively
assess peak run-off under saturated conditions.
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. A climate change factor multiplier of 1.2 has been applied to
the design storm intensities to simulate conditions under the predicted 2100 climate conditions.
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. Details of the parameters used are
provided in Appendix B - DRAINS Modelling Results.
A time of concentration for the pre-developed catchment has been determined based on overland sheet flows from
the top of catchment, with an additional 2 minutes travel time to allow for roof drainage to arrive at ground level.
The time of concentration for the fully developed site has been determined based on a standard inlet time of 13
minutes (Urban residential areas with land slopes of 3 to 6% at the top of catchment), and subsequent pipe travel
time to the outlet into the bioretention area. Due to the increased impervious area and predominately piped
drainage, this has resulted in a reduction to the overall time of concentration for the catchment. The time of
concentrations have been assessed as
- Tc (Existing site) – 22 minutes
- Tc (Fully developed site) – 15 minutes
The configuration of the catchment areas for pre-development and post development areas are shown in Figure 5.1
– DRAINS Pre-development catchments and Figure 5.2 – DRAINS Post-development catchments respectively.
Figure 5.1 – DRAINS Pre-development catchments
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Section 28
Figure 5.2 – DRAINS Post-development catchments
Modelling of the pre and post development conditions for peak flow conditions under the 1% A.E.P storm event has
found that the development will increase run-off rates as shown below in Table 5.1 Existing and proposed site peak
discharge rates.
Table 5.1 Existing and proposed site peak discharge rates
55 Carpenters Rd
A.E.P Qchange (%)
Qexisting (m³/s) Qproposed (m³/s) Qchange (m³/s)
1EY 0.411 0.472 0.061 15%
50% 0.481 0.59 0.109 23%
0.2 EY 0.75 0.94 0.19 25%
10% 0.936 1.11 0.174 19%
5% 1.1 1.29 0.19 17%
2% 1.28 1.53 0.25 20%
1% 1.42 1.72 0.3 21%
The site will discharge these run-off volumes into the downstream drainage feature, which conveys an upstream
catchment of approximately 1.2km². The results of the flood modelling for this existing catchment under peak 1%
AEP existing flow conditions have been assessed to determine the impacts of the proposed increase in flow rates
from the development.
From the results, the total flow across the flooded width of approximately 55m downstream of the discharge point
from the site was determined as a baseline. Taking the product of the vector velocity and flow depth grid results
across a section through the channel finds a total flow rate of 22.4m³/s is carried. An increase of 0.3m³/s under the
1% 2100 AEP flood conditions represents a change of 1.3% to the existing flow rate, and an increase in flow depth
of approximately 5mm over the width of the channel.
Relative to the existing catchment and flows being carried, attenuating the proposed development site would offer
insignificant benefits relative to the total existing quantities, and the increased flows are unlikely to result in
worsening to downstream conditions that would post risk or hazard compared to the existing flow rates. It is therefore
proposed that attenuation is not required for the subject development.
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Section 29
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 proposes
to discharge run-off to the existing drainage feature downstream of the site to which it currently drains.
Assessment of the impacts arising from the development have found the relative increase is insignificant to
overall flow depth and volumes, therefore the development is considered to not impact or cause nuisance
to the downstream properties thereby achieving lawful discharge conditions.
• MUSIC modelling of the stormwater treatment train within the proposed development site has shown that
with the use of rainwater tanks, pit inserts, an end of line bioretention area and table drains acting as swales
for run-off bypassing the bioretention area, the development will achieve the required stormwater quality
improvements to comply with Noosa Council requirements.
• The proposed upgrade of Carpenters Road will provide an improvement to run-off quality through sealing
of the gravelled surface, which will reduce sediment loads being discharged into the drainage feature. Due
to the constrained nature of the access easement, best practice management of the run-off will rely on table
drains providing swale treatment to convey run-off and provide further treatment in order to achieve the
objectives of the Noosa Council Planning Scheme.
• An assessment of the stormwater quantity requirements was carried out in DRAINS, comparing the pre-
developed conditions to the fully developed subdivision. The total peak increase under 2100 1% AEP flood
conditions was found to represent only 1.3% of the existing flow rates, and a depth increase of approximately
5mm downstream of the development. This increase is considered to be insignificant relative to the existing
flows, and therefore attenuation will have little impacts on the flows downstream. Attenuation is therefore
not considered to be necessary within the development.
• A minor drainage system consisting of inter-allotment drainage, field inlets, gully pits and stormwater lines
will be provided in the development sized to convey the Q5 storm event. The major drainage system will
rely on the proposed road as an overland flow path providing conveyance for larger storm events up to the
1% AEP storm through the development.
• 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 environment.
An erosion and sediment control plan shall be developed by the contractor prior to any works commencing
on the proposed development.
• 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 30
Appendix A Proposed Concept Plans Project number 21020 Page 30 of 36 File RECOR Concept Stormwater Management Report - 21020.docx, 2022-09-05 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 31
PROPOSED SOCIAL HOUSING DEVELOPMENT
55 CARPENTERS ROAD, COOROY QLD 4563
Lot 2 ON RP200519
CIVIL WORKS
DRAWING SCHEDULE
Lot 2, RP200519
DRAWING NUMBER DRAWING TITLE REVISION (55 Carpenters Road)
001 COVER SHEET & LOCALITY PLAN 01
002 GENERAL NOTES 01
003 EXISTING SERVICES AND DEMOLITION LAYOUT 01
PLAN
010 ROAD AND DRAINAGE LAYOUT PLAN 01
011 ROAD LONG SECTIONS - 1 OF 2 01
012 ROAD LONG SECTIONS - 2 OF 2 01
C34 STORMWATER CATCHMENT LAYOUT PLAN 01
LOCALITY PLAN
NOT TO SCALE
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED SOCIAL HOUSING DEVELOPMENT
TITLE: STATUS:
55 CARPENTERS ROAD COVER SHEET AND FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
COOROY, QLD, 4563 JARO BAULEKA LOCALITY PLAN CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
01 05/09/22 FOR APPROVAL ISSUE JAC MVP JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
N.T.S DATE: 05/09/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
001 21020 A1 01
Section 32
GENERAL NOTES 18. DRAWINGS TO BE READ IN CONJUNCTION WITH ARCHITECT, SURVEYOR, SOIL CONDITIONS PRIOR TO EARTHWORKS COMMENCING. UNSURCHARGED CUTS IN LOOSE TO VERY LOOSE SAND TO BE FORMED AT
HYDRAULICS, ETC. CONSULTANT AND CONTRACTOR DRAWINGS. 2. GRASS AND TOPSOIL SHALL BE STRIPPED TO A MINIMUM DEPTH OF 100MM 1V:2H, AND IN MEDIUM DENSE SAND AT 1V:1H FOR BATTERS UP TO 3M IN
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN. OVER THE EXTENT OF THE WORKS UNLESS DIRECTED OTHERWISE AND HEIGHT. DEEPER CUTS ARE TO BE ASSESSED BY THE GEOTECHNICAL
19. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT AUTHORITY:
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. STOCKPILED WHERE REQUIRED FOR FILL OF LANDSCAPING AREAS. TOPSOIL ENGINEER.
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 MATERIALS MUST NOT BE USED IN STRUCTURAL FILL. 21. WHERE THE ABOVE TEMPORARY BATTER SLOPES CAN NOT BE ACHIEVED,
SETOUT THE WORKS. ASSOCIATED WITH IMPLEMENTATION OF THE TMP. 3. UNSUITABLE NATURAL MATERIALS SUCH AS SATURATED, LOOSE OR SOFT TEMPORARY SHORING WILL BE REQUIRED UNDER THE ADVICE OF A
MATERIALS ENCOUNTERED SHOULD BE REMOVED DURING SUBGRADE SPECIALIST SHORING CONTRACTOR.
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT 20. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH ALL LOCAL PREPARATION FOR BULK EARTHWORKS. ALL UNSUITABLE MATERIAL TO BE 22. EXCAVATIONS IN PROXIMITY TO EXISTING STRUCTURES WILL REQUIRE
SPECIFICATIONS AND WHERE FURTHER DETAILS ARE REQUIRED THE AUTHORITY APPROVALS RECEIVED FOR THE PROJECT AND IN ACCORDANCE REMOVED FROM SITE AT CONTRACTORS EXPENSE. SPECIFIC DESIGN TO PREVENT UNDERMINING WHICH SHOULD BE CARRIED
CONTRACTOR SHALL REFER TO NOOSA SHIRE COUNCIL DEVELOPMENT WITH OPW APPROVALS BY COUNCIL.
4. COMPACTION OF THE EXPOSED SAND SUBGRADE REQUIRES SUBSTANTIAL OUT BY A SUITABLY QUALIFIED AND EXPERIENCED RPEQ STRUCTURAL
GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, ASSOCIATED
21. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE VOLUMES OF WATER COMBINED WITH VIBRATORY COMPACTION EQUIPMENT. ENGINEER.
STANDARD DRAWINGS AND SPECIFICATIONS U.N.O.
BOUNDARY WITHOUT FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF CARE MUST BE TAKEN TO ENSURE THERE ARE NO IMPACTS ON 23. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT ANY
3. SHOULD ANY OF THE CONSTRUCTED WORKS BE CONSTRUCTED OUTSIDE OF THAT LAND INCLUDING BUT NOT LIMITED TO PRIVATE PROPERTY, ROAD SURROUNDING STRUCTURES. MATERIAL TO BE COMPACTED IN CONSTRUCTED CUT/FILL BATTERS AND RETAINING STRUCTURES ON THE
THE TOLERANCES SPECIFIED WITHIN THE PROJECT SPECIFICATION AND RESERVE, PARKS/OPENSPACE, EASEMENTS. ACCORDANCE WITH GEOTECHNICAL REPORT AND AS1289. SITE HAVE ACHIEVED ADEQUATE STABILITY WITH A LONG-TERM FACTOR OF
LOCAL AUTHORITY REQUIREMENTS, THE CONTRACTOR WILL RECTIFY AT 5. A MINIMUM 150MM THICK GRANULAR WORKING PLATFORM MAY BE REQUIRED SAFETY AGAINST GEOTECHNICAL FAILURES TO THEIR SATISFACTION.
THEIR COST INCLUSIVE OF ANY ADDITIONAL COSTS INCURRED BY RECOR. 22. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF CONSTRUCTION
DRAWINGS AND APPROVALS ON SITE AT ALL TIMES. ON SOIL SUBGRADES ALONG HAUL ROADS AND LAYDOWN AREAS TO 24. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS INCLUSIVE
4. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS IMPROVE TRAFFICABILITY. SPECIFIC PLATFORM DESIGN WOULD BE OF TOPSOIL LAYER. REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR
SUCH THEIR ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY IS 23. ALL WATER AND SEWER RETICULATION WORKS TO BE CONSTRUCTED IN REQUIRED PRIOR TO MOBILISATION AND TRAFFICKING OF ANY HEAVY BUILDING SLAB THICKNESSES AND HYDRAULIC DRAWINGS FOR SUB-FLOOR
TAKEN BY RECOR OR THE PRINCIPAL FOR THE ACCURACY AND ACCORDANCE WITH THE SEQ WATER SUPPLY AND SEWERAGE DESIGN AND MOBILE PLANT ON THE SITE. DRAINAGE FOR DETERMINATION OF REQUIRED BULK EARTHWORKS
COMPLETENESS OF THIS INFORMATION. IT IS THE RESPONSIBILITY OF THE CONSTRUCTION CODE (2013). 6. IMPORTED GENERAL FILL MATERIAL SHALL BE SUPPLIED AND COMPACTED SURFACE.
CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND LEVEL OF WHERE UNSUITABLE NATURAL MATERIALS ARE LOCATED AND AS 25. ANY PRELOADING REQUIRED IS TO OCCUR IN ACCORDANCE WITH THE
ALL EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY WORKS. ANY STANDARD SIGNS AND LINE MARKING NOTES OTHERWISE NECESSARY TO OBTAIN SUBGRADE/PLATFORM LEVEL. GEOTECHNICAL ENGINEERS REQUIREMENTS. CONTRACTOR TO ALLOW FOR
DISCREPANCIES SHALL BE REPORTED TO THE SUPERINTENDENT. IMPORTED GENERAL FILL MATERIAL SHALL BE CLEAN GRADED MATERIAL THE IMPORT AND REMOVAL OF ALL NECESSARY MATERIAL TO UNDERTAKE
CONTRACTOR TO LOCATE AND PROTECT SERVICES AS REQUIRED DURING 1. GENERAL FREE OF ORGANIC MATTER AND STONES, WITH MAXIMUM PARTICLE SIZE OF THE PRELOADING OPERATIONS.
PROPOSED WORKS. 1.1. ALL SIGNS AND PAVEMENT MARKING IS TO BE IN ACCORDANCE WITH THE 100mm AND CAPABLE OF BEING COMPACTED INTO COHERENT FILLING TO 26. REFER ARCHITECTURAL DRAWINGS FOR BUILDING SETOUT.
5. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND QUEENSLAND TRANSPORT MANUAL OF UNIFORM TRAFFIC CONTROL THE SPECIFIED STANDARD. THE MATERIAL SHALL HAVE A MAXIMUM
SURVEY ALL CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SHOWN DEVICES (CURRENT EDITION). PLASTICITY INDEX OF 15%, A SHRINK-SWELL INDEX OF LESS THAN OR EQUAL
ON THE DRAWINGS INCLUDING ANY POTENTIAL EXISTING SERVICES 2. SIGNS TO 1% AND A MINIMUM C.B.R. OF 10%. INSPECTIONS:
CLASHES PRIOR TO COMMENCEMENT OF CIVIL WORKS. CONTRACTOR TO 2.1. ALL SIGNS TO BE REFLECTORISED CLASS 1 TO AS1906.1:2007 UNLESS 7. ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE THE FOLLOWING INSPECTIONS MUST BE COMPLETED BY RECOR ENGINEERS
IMMEDIATELY REPORT ANY DISCREPANCIES TO RECOR AND AWAIT FORMAL NOTED OTHERWISE. CONTENT FOR STANDARD COMPACTION. BEFORE ENGINEERING CERTIFICATION WILL BE ISSUED. THE CONTRACTOR IS TO
DIRECTION PRIOR TO COMMENCING CIVIL WORKS. 2.2. SIGNS ARE TO BE INSTALLED WITH THE FOLLOWING CLEARANCES TO 8. ANY PROPOSED RETAINING WALL WORKS MUST BE WHOLLY WITHIN THE PROVIDE A MINIMUM OF 72 HOURS NOTICE TO RECOR FOR REQUIRED
EDGE OF SIGN: LOCATION CLEARANCE NO KERB 600 BEHIND GUIDE PROPERTY BOUNDARY OF THE SUBJECT SITE, INCLUDING REAR OF INSPECTIONS. SHOULD THE
6. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS SHALL RETAINING WALL DRAINAGE INFRASTRUCTURE FOR RETAINING WALLS IN
POSTS BARRIER KERB 300 FROM FACE MOUNTABLE KERB 500 FROM
BE RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, FOOTPATHS, CONTRACTOR FAIL TO REQUEST AN INSPECTION, THE CONTRACTOR WILL BE
FACE OF KERB. CUT. RETAINING WALLS ARE TO BE PREPARED IN ACCORDANCE WITH
CONCRETE AREAS, GRAVEL AREAS, GRASSED AREAS AND ROAD RESPONSIBLE FOR ALL COSTS TO ALLOW FOR THE WORKS TO BE INSPECTED TO
2.3. PARKING CONTROL SIGNS TO BE MOUNTED TO FACE APPROACHING STRUCTURAL ENGINEERS SPECIFICATIONS, AND IN CONFORMANCE WITH
PAVEMENTS. THE SATISFACTION OF RECOR. ANY INSPECTIONS THAT FAIL ARE TO BE
TRAFFIC AT 45° TO KERB OR CARRIAGEWAY EDGE. ALL OTHER SIGNS TO CONSTRUCTION REQUIREMENTS OF GEOTECHNICAL REPORT.
RE-INSPECTED WITH ALL REINSPECTION COSTS TO BE PAID BY THE
7. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO BE TURNED AWAY BY 5° FROM THE NORMAL TO APPROACHING 9. REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR CONFIRMATION
CONTRACTOR.
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR HEADLIGHT. OF RETAINING WALL COLOUR AND FINISH.
REINSTATEMENT TO BE CARRIED OUT IMMEDIATELY TO THE SATISFACTION 3. SIGN SUPPORTS 10. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 2' SOIL a. PRESTART
OF INFRASTRUCTURE OWNER/MANAGER / AUTHORITY/COUNCIL. ENGINEERING SUPERVISION IN ACCORDANCE WITH APPENDIX B OF AS 3798.
3.1. SLEEVED SIGNS SUPPORTS ARE TO BE PROVIDED IN ALL AREAS WHERE b. EARTHWORKS - FINAL STRIPPING OF TOPSOIL, INSTALLATION OF SEDIMENT
8. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL THEY ARE IN A PAVED SURFACE. THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL PROVIDE AND EROSION CONTROL MEASURES UNSUITABLE GROUND
WORKPLACE HEALTH AND SAFETY REQUIREMENTS. 4. LINEMARKING CERTIFICATION THAT ALL GENERAL EARTHWORKS OPERATIONS HAVE BEEN
CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS c. SIDE AND CUT OFF DRAINS
9. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN CLOSE 4.1. REDUNDANT LINEMARKING IS TO BE GROUND OFF.
AND THE CONTROLLED FILL IS SUITABLE FOR PURPOSE TO THE REQUIRED d. STORMWATER PIPE LAID ON BEDDING PRIOR TO BACKFILL
PROXIMITY TO NEIGHBOURING LOT BOUNDARIES OR INFRASTRUCTURE, 4.2. THERMOPLASTIC LINEMARKING TO BE USED FOR ALL CONCRETE. BEARING CAPACITY UNDER THE PLATFORM/STRUCTURES AS SPECIFIED BY
CONTRACTOR TO ALLOW IN SCOPE OF WORKS TO PROVIDE ALL MEASURES e. STORMWATER TRENCH BACKFILLED PRIOR TO PAVEMENT PLACEMENT
THE GEOTECHNICAL REPORT.
NECESSARY TO ENSURE THE INTEGRITY OF EXISTING BOUNDARIES AND JOINTING NOTES 11. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED TO f. STORMWATER STRUCTURE BASE SLABS
INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW VIBRATION
98% STANDARD MAXIMUM DRY DENSITY OR A DRY DENSITY INDEX OF AT g. SEWER RETICULATION
EQUIPMENT, TRENCH SHORING ETC AS REQUIRED.
1. ALL JOINTING AND CONCRETE TO BE IN ACCORDANCE WITH THE LEAST 75% IN ACCORDANCE WITH THE GEOTECHNICAL REPORT IN LAYERS
10. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON REQUIREMENTS OF AS3727.1:2016. OF 250MM LOOSE THICKNESS (PRIOR TO COMPACTION). h. WATER RETICULATION
THESE DRAWINGS, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE 2. SAW CUT JOINTS MUST BE: 12. COMPACTION TESTING TO BE CARRIED OUT AT A MINIMUM OF TWO TESTS i. PAVEMENT SUBGRADE
WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE. PER VERTICAL LIFT WHERE STRUCTURAL FILL HEIGHTS EXCEED 300MM IN
11. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL 2.1. BETWEEN
1 AND 1 OF CONCRETE PAVEMENT DEPTHS. ACCORDANCE WITH AS3798. CONTRACTOR TO UNDERTAKE ALL
j. PAVEMENT REINFORCING
CONSTRUCTED WORKS IN ACCORDANCE WITH LOCAL GOVERNMENT 4 3 EARTHWORKS TESTING IN ACCORDANCE WITH GEOTECHNICAL ENGINEER k. PAVEMENT PRIOR TO SEALING (PRESEAL)
REQUIREMENTS. UNLESS OTHERWISE ADVISED BY RECOR CONTRACTOR TO 2.2. CLEARED OF ANY DEBRIS FROM THE CUTTING METHOD. AND LOCAL AUTHORITY REQUIREMENTS.
l. RETAINING WALL FOOTING REINFORCING
NOTE COUNCILS ADAC REQUIREMENTS. 2.3. PERFORMED WITHIN 6 TO 12 HOURS OF FINISHING CONCRETE POURS. 13. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN
3. DOWELL BARS MUST BE INSTALLED EXACTLY 90° TO THE FACE OF JOINT TO ACCORDANCE WITH LANDSCAPE DRAWINGS. m. RETAINING WALL BLOCKWORK PRIOR TO CORE FILL
12. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH RELEVANT
ALLOW EXPANSION AND CONTRACTION MOVEMENTS. 14. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING LEVELS. n. STEEL REINFORCEMENT OF CONCRETE STRUCTURES
APPROVALS.
4. JOINTING LAYOUT TO BE CONFIRMED BY SUPERINTENDANT PRIOR TO 15. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED
13. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL, o. PRACTICAL COMPLETION
CONSTRUCTION COMMENCING. LAYOUT SHOULD AVOID ACUTE ANGLES IN MANAGEMENT PLANS.
LANDSCAPE AND OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL THE CONCRETE SLAB AND AVOID MISMATCHED JOINTS. 16. CONTRACTOR TO ENSURE SUITABLE EROSION CONTROL MEASURES ARE p. ON MAINTENANCE
CONSTRUCTION. 5. JOINT SEALANTS WHERE USED MUST ADHERE TO SIDE OF JOINT FACES INSTALLED INCLUDING BUT NOT LIMITED TO SHAKE DOWNS, SILT FENCE ETC q. OFF MAINTENANCE
14. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR DEMOLITION ONLY AND SHALL NOT EXTEND ABOVE SIDES OF JOINTS ONTO THE SLAB IN ACCORDANCE WITH EROSION AND SEDIMENT CONTROL PLAN.
SURFACE. r. ANY OTHER INSPECTION AS SPECIFIED BY LOCAL COUNCIL (REFER
WORKS COMMENCING ON SITE. 17. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL BATTERS OR
DEVELOPMENT APPROVAL)
6. DOWEL BARS ARE TO BE RETAINING WALLS (TEMPORARY OR PERMANENT) AS PER RELEVANT
15. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS
6.1. FOR 100MM THICK SLAB, 12MM Ø OF LENGTH 300MM AND SPACED AT AUSTRALIAN STANDARDS AND LEGISLATION. s. ANY OTHER INSPECTION AS REQUIRED BY UNITY WATER AND WHERE
AND SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O.
400MM CENTRES 18. DUST CONTROL MEASURES ARE TO INCLUDE SPRAYING WATER ON UNPAVED RELEVANT TO THEIR CERTIFICATION SCHEME
16. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING 6.2. FOR 125MM THICK SLAB, 16MM Ø OF LENGTH 350MM AND SPACED AT ROADS, ACCESS TRACKS AND STOCKPILES AT A SUFFICIENT LEVEL TO
PROPERTIES AND COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT 300MM CENTRES SUPPRESS DUST GENERATION. ADDITIONALLY CONTRACTORS ARE TO
OF ANY WORKS ON SITE. COVER OR ENCLOSE STOCKPILES WHERE REASONABLY PRACTICAL TO
6.3. FOR 150MM THICK SLAB, 20MM Ø OF LENGTH 400MM AND SPACED AT
17. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS IDENTIFIED 300MM CENTRES RESTRICT DUST MOVEMENT.
IN THE APPROVED VEGETATION MANAGEMENT PLAN. CONTRACTOR TO 19. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS
ENSURE ALL TREE ROOTS AND STUMPS ARE COMPLETELY REMOVED AND DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN
BACKFILLED TO LEVEL 1 SUPERVISION. CONTRACTOR TO ALLOW TO MULCH
EARTHWORKS NOTES CONFIRMATION THAT WORKS CAN COMMENCE.
ALL CLEARED VEGETATION AND STOCKPILE ON SITE OR REMOVE FROM SITE 1. FOR DETAILED GEOTECHNICAL INFORMATION, REFER GEOTECHNICAL 20. ALL EXCAVATIONS ARE TO BE CONDUCTED IN ACCORDANCE WITH THE
AS DIRECTED. INVESTIGATION REPORT BY GEOTECHNICAL ENGINEER. IT IS RECOMMENDED REQUIREMENTS OF THE GEOTECHNICAL ENGINEER AS OUTLINED IN THE
THAT THE GEOTECHNICAL CONSULTANT BE CONTACTED TO CONFIRM THE GEOTECHNICAL INVESTIGATION REPORT BY TECTONIC. TEMPORARY
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED SOCIAL HOUSING DEVELOPMENT
TITLE: STATUS:
55 CARPENTERS ROAD GENERAL NOTES FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
COOROY, QLD, 4563 JARO BAULEKA CONSTRUCTION
75 NOOSA DRIVE RPEQ: 20693
01 05/09/22 FOR APPROVAL ISSUE JAC MVP JB SCALE:
NOOSA HEADS, QLD 4567 CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
N.T.S DATE: 05/09/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
002 21020 A1 01
Section 33
N LEGEND
EXISTING SEWER INSPECTION OPENING
EXISTING SEWER CHAMBER
EXISTING ELECTRICITY SERVICE PILLAR
10
3
113 EXISTING WATER METER
EXISTING FIRE HYDRANT
SW
3
11
ALL EXISTING TREES TO REMAIN U.N.O.
EXISTING POWER POLE
105
EXISTING 'LIVE' SEWER CHAMBER
108
SW
S EXISTING SEWERAGE LINE
S SEWERAGE LINE PROPOSED BY RAL-2011-1198
W EXISTING WATER MAINS
SW
E UNDERGROUND ELECTRICITY
S
E ELECTRICITY
W
SW STORMWATER PIPE
103
S
SW
110
WATER VALVE
S
W
STORMWATER HEADWALL
S
SW
S
EXISTING BUILDINGS, STRUCTURES AND
IMPERVIOUS SURFACES TO BE
SW
DEMOLISHED AND REMOVED OFF SITE
SW
SW
S
W
S
SW
S
W
SW
S
105
SW NOTES
8
10
SW
1. FOR GENERAL NOTES REFER DWG 002, WHICH IS TO BE
W
REQUESTED AND VIEWED PRIOR TO COMMENCEMENT OF
S
CONSTRUCTION IF NOT SUPPLIED.
2. THE CONTRACTOR WILL MAKE HIMSELF FULLY AWARE OF
S
W
THE EXISTING FEATURES OF THIS SITE AND ENSURE ANY
S
S ADDITIONAL WORKS NOT SHOWN ON THIS PLAN ARE
SW
INCLUDED IN THE CONTRACT.
S
S
W
S 3. LOCATION AND DEPTH OF EXISTING SERVICES BASED ON
S
SW
SURVEY, DBYD AND COUNCIL RECORDS. IT IS THE
110
SW
CONTRACTORS RESPONSIBILITY TO CONFIRM ACTUAL
S
LOCATION AND DEPTH PRIOR TO CARRYING OUT ANY
EXCAVATION OR TRENCHING WORKS.
SW
S
4. CONTRACTOR TO LOCATE AND PROTECT ALL EXISTING
SW
SERVICES ON SITE PRIOR TO COMMENCEMENT OF WORKS.
5. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS
PRIOR TO ANY DEMOLITION WORKS COMMENCING ON SITE.
S
SW
6. ALL VEGETATION WITHIN THE LIMIT OF WORKS TO BE
W
SW
S
CLEARED, MULCHED AND REMOVED FROM SITE IN
ACCORDANCE WITH APPROVED VEGETATION CLEARING
S
PLAN (BY OTHERS) OR IF SCHEDULED STOCKPILE FOR USE
10
5
W
105
SW
SW BY LANDSCAPER.
S
W
W 7. CONTRACTOR TO LOCATE ALL EXISTING UTILITIES ON SITE
W S W
AND MAKE SUITABLE ARRANGEMENTS TO HAVE
S
W
DISCONNECTED PRIOR TO DEMOLITION WORKS BEGINNING.
W
SW
8. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS
S
DETAILED ON THIS DRAWING, THE CONTRACTOR IS TO
NOTIFY RECOR AND RECEIVE WRITTEN CONFIRMATION THAT
S
W
SW
108 WORKS CAN COMMENCE.
9. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR
ADJOINING PROPERTIES AND COUNCIL ROADS AND VERGES
PRIOR TO COMMENCEMENT OF ANY WORKS ON SITE.
S
W
10. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING
108
S
STRUCTURES, ROADS AND SERVICES WITHIN LIMIT OF
SW
S WORKS AND REMOVE FROM SITE U.N.O.
S
11. WHERE NECESSARY, CONTRACTOR SHALL OBTAIN ALL
S
NECESSARY APPROVALS TO CARRY OUT SERVICES
W
RELOCATION OR ALTERATIONS.
SW
S
S
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
PROPOSED SOCIAL HOUSING DEVELOPMENT
W
TITLE: STATUS:
S
55 CARPENTERS ROAD EXISTING SERVICES AND FOR APPROVAL - NOT FOR
© ABN 89 647 469 707
COOROY, QLD, 4563 JARO BAULEKA DEMOLITION LAYOUT PLAN CONSTRUCTION
W
75 NOOSA DRIVE RPEQ: 20693
01 05/09/22 FOR APPROVAL ISSUE JAC MVP JB SCALE:
NOOSA HEADS, QLD 4567 S CPEng
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
1:1000 DATE: 05/09/22
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS S IF IN DOUBT ASK
DO NOT SCALE,
003 21020 A1 01
W
S
S
Section 34
LEGEND
105
N
SW
103
W PROPOSED STORMWATER DRAINAGE
580.000
590.000
1
.000
S
A-
0800
S
1.0
11.9m 4.2%
Ø525 570
600
612L/s
0
0
.00
0
601L/s
0.0
2)
560
31.7m .1 4.2% 7)
PROPOSED FIELD INLET PIT
61
6
0
(2Ø450 2.
.00
0
00
3 1.9 L/s 0(
2 .1 /s
0.0
550
-
A u= 29 /s A- u=2 17L /s
W
K c= 29L /s
62
K c= 17L /s
00
00
Q a= 9L s
0.0
Q i=2 0L/ Q a= 7L s
0.0
Q i=1 0L/
54
Q b=
63
Q Q b=
00
00
PROPOSED HEADWALL
/s Q
0.0
0.0
4L %
56 3.7
53
S
64
.7m 0
SW
00
62 Ø45
00
0.0
0.0
SW
65
SW
09
52
SW
6.8
65
00
0.0
PROPOSED BIORETENTION GARDEN
51
)
39
2.
SW
0
9( s 00
S
/s 9 0.
5L % 4 .
A- u=1 19L /s
/ 50
14 3.6
W
.4m 5 K c= 19L /s
19 Ø37 Q a= 9L s
) Q i=1 0L/
22
S
1. Q b=
7(
W
Q 0
1 1.1 L/s .00
412L .0%
/s -
B u= 35 /s 490
6L %
23.5m450
11 3.6 K c= 35L /s
/s
1
. 9 m 75 Q a= 5L s
Ø
22 Ø3 Q i=3 0L/
113
Q b=
Q
DRAINAGE NOTES
S
) .000
2 65 480
2 .4 /s 1.
B- u=1 39L /s 4(
5 .4
W
K c= 39L /s A- u=1 6L/s s
L/s % Q a= 9L s 2K6 c=6 6L/ s
84 3.2
S
Q i=3 0L/ .0 a8=L L/ /s
Q
.3m 75 Q b= m 6
Ø Q Q1i=/s =0L
0 0
32 Ø3 70.0
S
Q 4
20.3m 3.7%
37 .0 b
W
5 Q%
358L/s
1. REFER HYDRAULIC DRAWINGS FOR BUILDING DRAINAGE DETAILS.
Ø375
)
67 00
2. ) 0.0
6( 46
0
63
11
2. ALL ROADWORKS AND DRAINAGE (EXTERNAL TO SITE BOUNDARIES
3 2.6 L/s 1.
S
-
B u= 54 /s ) 3(
K c= 54L /s 24 - 1 1.3 L/s
2.
0
Q a= 4L s 4( D u= 15 /s
00
L/s % Q i=5 0L/ 6 .9 /s K c= 15L /s
0.
36 1.0 A- u=1 50L /s
AND/OR COUNCIL OWNED DRAINAGE PIPES INTERNAL TO THE SITE
45
Q b= Q a= 5L s
.4m 375 Q K c= 50L /s Q i=1 0L/
7
W
3 Ø Q a= 0L s Q b=
0
Q i=5 0L/
S
/s %
BOUNDARIES) CONSTRUCTION AND TESTING TO BE IN ACCORDANCE
Q
00
7L .6
0.
Q b=
31 m 3 5
44
Q
S
. 37
62 1.0%
3
31 Ø
W
.8m 5
WITH NOOSA SHIRE COUNCIL DEVELOPMENT GUIDELINES, DRAWINGS
29 Ø37
0
L/s
00
0
SW
0.
4 .0 /s
S
43
B- u=7 42L /s
K c= 42L /s )
SW
Q a= 2L s 2.
47
AND SPECIFICATIONS.
0
Q i=4 0L/ 3( s
SW
00
1 )
. 00
0.
7 /
Q b= A- u=2 52L /s 3. S
42
9(
3. ALL DRAINAGE CONSTRUCTION (PRIVATELY OWNED DRAINAGE LINES
Q /s K c= 52L /s
3L % 2 .6 /s
10 3.0 Q a= 2L s
L/s % D- u=2 35L /s
.4m 75 Q i=5 0L/ K c= 35L /s S
0
25 3.8
W
00
9L %
29 Ø3 Q b=
.7m 375
0.
Q a= 5L s
INTERNAL TO THE SITE BOUNDARIES) CONSTRUCTED AND TESTED TO
16 1. 0
.3m 375
41
Q Q i=3 0L/
/s
) 3
2 Ø
1 Ø
) 03 Q b=
97 2.
1. 7( Q
SW
5
0
BE IN ACCORDANCE WITH RELEVANT AUSTRALIAN STANDARDS.
SW
S
7( - 1 1.6 L/s 0.
00
8 1.6 L/s C u= 59 /s 0
69L/s.0% -
K c= 59L /s 3 .0 /s 40
m1
A u= 39 /s
K c= 39L /s Q a= 9L s D- u=7 30L /s
36.2 375 Q i=5 0L/ K c= 30L /s
4. ALL STORMWATER DRAINAGE PIPES INTERNAL TO SITE SHALL BE: Ø225
Ø Q a= 9L s Q a= 0L s
Q i=3 0L/
3.9%
Q b= Q i=3 0L/
S
) Q b= Q 00
S
02
18.3m 5
118L/s
Q b= 0.0
2.
Ø37
40L/s Q Q 39
3( s
1.0%
37.9m 5
Ø37
9 . 8
A- u=1 35L /s
K c= 35L /s
Q a= 5L s
/
2.
74
) S RRJ RCP OR APPROVED EQUIVALENT.
0
10 .0 /s
A- u=7 46L /s
K c= 46L /s
Q i=3 0L/
Q b=
Q
5(
2 .4 /s
C- u=2 18L /s
K c= 18L The text continues on section 35.