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Response to Info Request - Attachment 4a - Engineering Report Part 1 MCU18-0015 & RAL18-0001 · MCU18/0015
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ENGINEERING REPORT
Proposed Residential Development
at 27 Attunga Heights, Noosa Heads
for Mr David Neate
C5756/15/ENG-V3
November 2018
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P 07 5443 4443
E [email protected]
W walsheng.net.au
A Suite 15, 72 Wises Road, Maroochydore Q 4558
PO BOX 5512, Maroochydore BC Q 4558
JP Walsh Queensland Pty Ltd trading as Walsh Consulting Engineers
ABN 39 611 482 716
DOCUMENT CONTROL
C5756/15/ENG
Version Date Details Prepared Checked Approved
V0 November 2015 Issued to IPS JW JW
V1 January 2017 Issued to IPS JW JW
V2 June 2018 Issued to IPS MVC JW
V3 November 2018 Issued to IPS MVC JW
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CONTENTS 6.0 WASTE MANAGEMENT .................................................................................................................7 7.1 Legal Point of Discharge ............................................................................................................8 7.1 Flooding .....................................................................................................................................8 7.2 Stormwater Quantity Management .........................................................................................8 7.2.1 Peak Discharge Calculations ........................................................................ 9 7.2.2 Overland Flow Path Depth Analysis .......................................................... 10 7.2.3 Downstream Drainage Report ................................................................... 11 7.2.4 Peak Flow Management ............................................................................ 11 7.3 Stormwater Quality Management ......................................................................................... 12 7.3.1 Assessment Criteria ................................................................................... 12 7.3.1 Proposed MUSIC Model Concept .............................................................. 12 7.3.2 Proposed Water Sensitive Urban Design Devices ..................................... 15 7.3.3 MUSIC Model Results ................................................................................ 16 7.3.4 Maintenance of WSUD Devices ................................................................. 16 8.0 SEWERAGE RETICULATION ........................................................................................................ 17 9.0 WATER SUPPLY........................................................................................................................... 18 10.0 ELECTRICITY AND TELECOMMUNICATIONS .............................................................................. 18 11.0 GEOTECHNICAL .......................................................................................................................... 18 12.0 EARTHWORKS ............................................................................................................................ 19 13.0 EROSION AND SEDIMENT CONTROL ......................................................................................... 19 14.0 CONCLUSION.............................................................................................................................. 20
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APPENDICES APPENDIX A – Locality Plan & Plan of Development APPENDIX B – Survey Plan APPENDIX C – Engineering Drawings APPENDIX D – Flood & Tide Map – Noosa Council APPENDIX E – Rational Method Calculations APPENDIX F – MUSIC Model Data APPENDIX G – Proprietary Water Quality Treatment Device Details APPENDIX H – Dial Before You Dig Enquiry APPENDIX I – Horizontal Directional Drilling – Technical Advice
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1.0 INTRODUCTION
Walsh Consulting Engineers has been commissioned by Innovative Planning Solutions, on
behalf of Mr David Neate, to prepare a Preliminary Engineering Report to support a
Development Application to Noosa Council.
This report addresses the engineering issues associated with the civil design and
construction of the proposed development.
Amendments to this report have been made in response to Noosa Council’s Request for
Information, dated 27th February 2018 and also changes to the architectural layouts in
November 2018.
The individual areas of civil design and construction addressed include:
Access
Pedestrian Connectivity
Waste Management
Stormwater Management & Flooding
Sewerage Reticulation
Water Supply
Electricity and Telecommunications
Geotechnical
Earthworks
Erosion and Sediment Control
This report should be read in conjunction with the associated Town Planning Report and
all other specialist reports as attached to the MCU Application.
This report concludes that there are no major engineering constraints or impediments to
the proposed development, and that all necessary infrastructure is readily available for
the subject site.
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2.0 SITE DESCRIPTION
The subject site is located at 27 Attunga Heights, Noosa Heads and is legally described as
Lot 27 on RP 89506. The land has an area of 1.802ha and contains an existing residential
dwelling and associated infrastructure (to be removed). The southern boundary of the
site has a frontage of approximately 18.3 metres to the residential street of Attunga
Avenue. The remaining property boundaries are bordered by existing low density urban
developments and medium density resorts.
The subject site is located midway down a minor ridge and generally slopes from south-
west to north-east. Slopes varies from 20% up to 45%. Elevations range from RL 58.0m
AHD at the Attunga Heights access point to RL 9.0m at the existing gully located at the
north-east corner of the site. There is an existing overland flow path (Weyba Creek
Tributary) which enters the site from the south-east. This flow path travels along the
eastern boundary before discharging at the northern boundary of the site. This existing
flow path has an external contributing catchment of 28.64Ha.
A site locality plan and aerial photograph are included within Appendix A.
3.0 PROPOSED DEVELOPMENT APPLICATION
The application is a Development Permit for a combined Reconfiguration of a Lot and
Material Change of Use. It is proposed to reconfigure the site into three (3) allotments
and dedicated parkland.
Proposed Lot 1 will contain twelve (12) semi-detached townhouses, roads, landscaping
and stormwater management areas. Proposed Lots 2-3 will be low-density urban
residential allotments containing detached dwellings. The balance of the site contains the
existing Weyba Creek Tributary and dedicated parkland.
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4.0 ACCESS
Access to Lot 1 (townhouse site) and Lot 2 will be taken from the end of the existing
Attunga Heights cul-de-sac head via a new 5.5m wide concrete driveway. Lot 2 will be
provided with an access easement over the shared driveway. Although the driveway will
be privately owned (body corporate), longitudinal grades have been designed to accord
with the requirements of the Noosa Shire Council Planning Scheme Policy No. 5 for an
‘Access Road’ classification (≤15%), thereby providing suitable access and egress for
residents vehicles.
The proposed access driveway locations and preliminary longitudinal and cross sections
are shown on the Preliminary Engineering Drawings contained within Appendix C. Private
driveways are proposed to be elevated timber structures. This will reduce the total extent
of earthworks fill and retaining required.
Access for Lot 3 will be taken from the existing Alma Way road construction located within
the Peppers Noosa Resort & Villas development. Existing access easements (and rights)
exist to facilitate this arrangement.
5.0 PEDESTRIAN CONNECTIVITY
Pedestrian connectivity is readily available to Noosa Heads commercial and recreational
areas. There is an existing gravel walking track that commences at Attunga Avenue and
extends down Picture Point Crescent onto Noosa Drive. The proposed development will
maintain direct access to this walking track.
6.0 WASTE MANAGEMENT
It is proposed that the site be serviced by Council Waste Collection Vehicles (WCV) from
the Attunga Heights cul-de-sac head. The Body Corporate Manager shall be responsible
for moving individual bins to the street frontage.
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7.0 STORMWATER MANAGEMENT
7.1 Legal Point of Discharge
This existing overland flow path is considered to represent the legal point of discharge for
the proposed development (1.80Ha). Minor external catchments to the west (3.51Ha) will
be accepted onsite and conveyed to the existing flow path. The major external catchment
to the south and east (25.13Ha) will freely discharge onto the site from the eastern
boundary.
7.1 Flooding
A copy of Council’s Flood Map is included as Appendix D. The attached flood map indicates
that the site is free from inundation by the current 1% AEP flood event. It is noted that
minor flooding downstream of the site, within Noosa Parade, is due to tidal prisms within
Weyba Creek, which has direct connection to Laguna Bay to the north.
7.2 Stormwater Quantity Management
The site will be subject to limited development works and is expected to contain ≤ 20%
total impervious area in the post developed case (an increase from 3-5%) which will result
in a slight increase to peak discharge within the flow path which traverses the site.
The original design proposal included a detention volume within rainwater harvesting
tanks, provided for each new townhouse and detached dwelling. The revised proposal
provides an assessment of the existing drainage conditions on site and includes details of
external catchment runoff discharging through the site. Based on this assessment, it has
been determined that no onsite detention of stormwater runoff is required. Refer to the
following sections for details.
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7.2.1 Peak Discharge Calculations
Refer to Engineering Drawing C5756/15/P34, attached as Appendix C for details of
external catchments.
Due to the location of the site at the lower end of a larger catchment, the Time of
Concentration (TOC) is governed by sheet and channel flow over the upper reaches of the
catchment. The TOC will therefore be similar for the existing and developed scenarios.
Development works over the site will result in minor increases to impervious areas within
the total contributing catchment. The following catchment characteristics should also be
considered;
- The minor external catchment to the west is fully urbanised (60% Impervious).
- The major external catchment to the south and east is generally undeveloped
parkland (Yunaman Bushland Reserve and Noosa National Park) with minor
urbanisation (Peppers Resort). This catchment is unlikely to be modified.
- Development works over the subject site are considered a ‘one-off’ modification
to the catchment.
Refer to Table 7.2.1a for a summary of Rational Method calculations for the subject site
and external contributing catchments. Refer to Appendix E for detailed Time of
Concentration and Rational Method Calculations.
Table 7.2.1a Rational Method – Pre Vs Post Developed
Area Fi TOC C10 Cy Iy Q -1% AEP Pre Vs Post
(Ha) (%) (min) (mm) (m³/s) Variance
Existing 30.44 15.0 19.0 0.730 0.876 196 14.52 -
Developed 30.44 16.0 19.0 0.732 0.878 196 14.56 +0.3%
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Proposed development works over the site will result in minor increases (0.3%) to peak
discharge within the existing flow path. An impact assessment is provided below in order
to quantify the effect of this minor increase to stormwater discharge on flow depths
within the existing flow path, immediately downstream of the subject site.
7.2.2 Overland Flow Path Depth Analysis
Refer to Engineering Drawing C5756/15/P34 attached as Appendix C for details of the
existing flow path that traverses the site. The Manning’s Equation has been used to
determine the maximum channel flow depth under existing and developed conditions.
The overland flow path profile is well defined and has been plotted from detailed survey.
Under existing conditions, a maximum flow depth of 1.422m (1% AEP) is noted within the
channel, directly adjacent the northern property boundary.
Proposed development works over the site will result in minor increases to peak discharge
and consequently, a minor increase to maximum flow depths with the existing flow path.
Under developed conditions, a maximum flow depth of 1.423m (1mm increase) is noted
within the channel during the 1% AEP storm event.
This minor increase to flow depth will not cause an actionable nuisance to downstream
properties.
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7.2.3 Downstream Drainage Report
Refer to the attached Flood and Tide Maps, sourced from Council’s Online Mapping Portal
and attached as Appendix D.
The existing Weyba Creek Tributary discharges to Council stormwater infrastructure in
Halse Lane. A concrete lined channel conveys stormwater runoff 200m west towards the
tidal waterway Weyba Creek. Under existing conditions, this drainage network has
adequate capacity to convey minor 39% & 10% AEP) storm events. During major events
(1% AEP) this stormwater infrastructure is influenced by tailwater conditions within
Weyba Creek. Tidal Surge Levels generally exceed 1% AEP Flood Levels within the lower
reaches of the focus catchment.
7.2.4 Peak Flow Management
As indicated above, no detention measures are proposed for the site on the following
grounds;
- The increase to stormwater discharge (0.3%) is minor when considered as part
of the overall contributing catchment.
- The subject site is located at the lower end of a larger catchment. Providing
detention measures onsite would increase the likelihood of peak discharge from
the subject site coinciding with peak event runoff from upstream external
catchments.
- Stormwater runoff is directed to an existing flow path. Increases to flow depth
(1mm) are minor and will not cause an actionable nuisance to downstream
property owners.
- The eventual discharge point in Halse Lane is affected by tailwater levels within
the tidal waterway, Weyba Creek. Onsite detention measures are considered
redundant when discharging to stormwater networks affected by storm surge or
tidal prisms.
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7.3 Stormwater Quality Management
The site currently consists of 95% pervious surfaces. The proposed development will
result in an increase to impervious surfaces, typically roadways, roof areas, driveways and
hardstand areas. This increase to impervious areas would result in additional nutrient and
suspended solids discharging into downstream waterways if a water quality treatment
system was not implemented.
The impact of the development on water quality discharge has been assessed by the Co-
operative Research Centre for Catchment Hydrology’s Model for Urban Stormwater
Improvement Conceptualisation (MUSIC).
7.3.1 Assessment Criteria
The Water Sensitive Urban Design Technical Design Guidelines for South East Queensland
and Noosa Council Guidelines recommends the following minimum reductions in mean
annual pollutant loads leaving a development site compared to the developed
unmitigated case:
80% reduction in Total Suspended Solid Load;
60% reduction in Total Phosphorous Load;
45% reduction in Total Nitrogen Load;
90% reduction in Gross Pollutant Load.
7.3.1 Proposed MUSIC Model Concept
The efficiency of the proposed treatment train has been identified by the Model for Urban
Stormwater Improvement Conceptualisation (MUSIC) developed by Monash University.
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A conceptual layout of the treatment train as input to the MUSIC Model is shown in Figure
7.3.1a below.
Figure 7.3.1a: MUSIC Model Layout
The locations and details of the water quality treatment devices are shown on Engineering
Drawings C5756/18/P33, attached as Appendix C.
The Rainfall Runoff Parameters for the source catchments have been taken from Water
By Design’s – MUSIC Modelling Guidelines, Version 1.0 2010 and are shown in Table 7.3.1b
below.
Table 7.3-1b: Rainfall Runoff Parameters
Rainfall Threshold mm/day 1
Pervious Area Properties
Soil Storage Capacity (mm) 500
Initial Storage (% of Capacity) 10
Field Capacity (mm) 200
Infiltration Capacity Coefficient - a 211
Infiltration Capacity Exponent - b 5.0
Groundwater Properties
Initial Depth (mm) 50
Daily Recharge Rate (%) 28.0
Daily Baseflow (%) 27.0
Daily Deep Seepage Rate (%) 0.0
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The pollutant load concentrations for each source catchment have been taken from Table
3.8 of the Water By Design’s – MUSIC Modelling Guidelines, Version 1.0 2010, using the
concentrations recommended for residential sites.
The source node catchment areas have been directly measured from development plans
in accordance with Water By Design’s – MUSIC Modelling Guidelines, Version 1.0 2010.
Refer to 7.3.1c below for details of the catchment areas used for water quality modelling.
Note, the site contains significant areas of undeveloped land and dedicated parkland. Only
those areas of the site subject to development works have been included in water quality
modelling.
Table 7.3-1c: Catchment Details
Residential Catchment Area (Ha) Land Use Imp (%)
Roof 1 0.210 Roof 100
Driveway 1 0.146 Road 100
Balance 1 0.144 Balance 50
Roof 2 0.020 Roof 100
Roof 3 0.020 Roof 100
The model was run with average rainfall recorded at the Cooroy Composite Rainfall
Station 40496, between the years 1973-1983 and using a 6 minute time step. The mean
annual rainfall for this period was 1595mm with evapo-transpiration of 1630mm. Rainfall
data is in accordance with Water By Design’s – MUSIC Modelling Guidelines, Version 1.0
2010. Refer to the attached MUSIC model in Appendix F for details of the proposed
treatment train.
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7.3.2 Proposed Water Sensitive Urban Design Devices
The attached MUSIC Model includes proprietary stormwater treatment devices (SPEL
StormFilters and Stormsacks or approved equivalent) and rainwater harvesting and reuse
tanks sized to provide water quality treatment in accordance with Council’s Planning
Scheme Policy. Refer to Table 7.3.2a-b for details of proposed rainwater tanks. Details of
the proposed proprietary water quality treatment devices are included as Appendix G.
Table 7.33-2a: Rainwater Tank Details
Parameter Value
Detached Dwellings
No. Dwellings 2
Reuse Requirement/Dwelling 5kL
Table 7.33-2b: Rainwater Reuse Details
Parameter Value
Detached Dwellings
Lot 2 Demand (75% Balance x 548mm/m²/yr.) 308kL/yr.
Lot 3 Demand (75% Balance x 548mm/m²/yr.) 217kL/yr.
- Source. Water by Design’s – MUSIC Modelling Guidelines.
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7.3.3 MUSIC Model Results
The results of the MUSIC model are shown in Table 7.3.3a below.
Table 7.3-3a Treatment Train Effectiveness
Flow TSS TP TN Gross
ML/y Kg/y Kg/y Kg/y Pollutant
Kg/y
Source Load 6.62 1090 2.25 13.8 134
Residual Load 6.27 189 0.891 7.21 5.51
% Reduction 5.2 82.6 60.3 47.7 95.9
% Target Reduction - 80 60 45 90
Inspection of Table 7.3.3a shows that the target pollutant load reductions have been
achieved for the site.
Refer to the attached MUSIC Model data file (Appendix D) for preliminary details. It is
anticipated that detailed design of the water quality treatment devices will be undertaken
as part of future Operational Works applications.
7.3.4 Maintenance of WSUD Devices
The proposed water quality treatment devices and rainwater harvesting tanks will be
privately owned and maintained. A detailed Operational Phase Maintenance Plan will be
prepared as part of future Operational Works applications.
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8.0 SEWERAGE RETICULATION
Refer to the attached Engineering Drawing C5756/15/P23 for details of the proposed
sewer reticulation layout.
Proposed units 1-12 will be connected to reticulated sewer via an internal gravity sewer
network (Private) that will connect to the existing manhole SM2668739 in Picture Point
Crescent with an Invert level of 19.35m AHD (from UW records).
Proposed Lot 2 can readily connect to existing manhole SM2670601 located just outside
of north-east boundary.
It is proposed that Lot 4 be serviced by a privately owned pump station with macerator,
which will lift effluent to the existing manhole in Alma Way, SM2670588. Adjacent gravity
reticulation is approximately 3-5m above expected lot finished floor levels.
Due to the presence of sand foundations and steep gradients across the site, it is not
recommended that the sewer network be constructed using traditional
excavation/trenching.
It is proposed to construct the internal sewer network and provide connection to the
downstream network using Horizontal Directional Drilling (HDD). This will limit the zone
of disturbance and reduce the impacts of construction works on existing vegetation.
Refer to technical advice relating to HDD, prepared by Bamser Engineering and attached
as Appendix I.
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9.0 WATER SUPPLY
A preliminary layout of the proposed water reticulation is included as Appendix C.
Mains water supply is readily available for all proposed units and the residential
allotments. An internal 100mm main (including fire service) will be provided internally for
units 1-12 with connection for the main taken from Attunga Heights. The internal main
will have a single body corporate meter for the 100mm connection with internal metering
undertaken for each unit.
Proposed Lot 2 will be serviced by a single water service from Attunga Heights. Lot 3 can
be readily serviced from existing water mains located in Alma Way.
10.0 ELECTRICITY AND TELECOMMUNICATIONS
Electrical and communications supply is readily available in Attunga Heights from existing
overhead supply for proposed Units 1-12 and Lot 2.
Lot 3 can be connected to existing underground power and communications located in
Alma Way.
11.0 GEOTECHNICAL
A comprehensive geotechnical report has been prepared for the subject site by Core
Consultants in support of the Reconfiguration of a Lot Application and is included in the
Town Planning Application. This report discusses surface and subsurface conditions,
foundation conditions, footing systems, earthworks, drainage issues and slope stability.
The recommendations contained within the report should be implemented throughout
design and construction of both the civil works component of the proposed development
and subsequent design and construction of residential dwellings.
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12.0 EARTHWORKS
Refer to the attached Engineering Drawing C5756/15/P32 for details of the proposed
earthworks layout and typical sections.
Proposed earthworks are required for the construction of the proposed access driveway
(and associated drainage structures) and proposed construction of infrastructure (sewer,
water, electrical & telecommunications). Due to the site slope, a detailed geotechnical
report has been prepared by Core Consultants and should be referred to for site specific
recommendations and limitations.
13.0 EROSION AND SEDIMENT CONTROL
Refer to the attached Engineering Drawing C5756/15/P29-30 for preliminary details of
erosion and sediment control measures.
Proposed earthworks are required for the construction of the proposed access driveway,
building pads and retaining walls. In order to meet Ecological and Geotechnical objectives,
it is necessary to limit the total area of disturbance during the construction and
operational phase. It is expected that the risk of sediment release to the adjacent flow
path will be minimal.
Standard erosion and sediment control measures, including stabilising disturbed areas,
installation of sediment fences to downslopes and diversion of clean stormwater runoff
will be employed to further reduce these risks. It is proposed that detailed design of
construction phase erosion and sediment control be undertaken at the Operational
Works application stage.
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During the operational phase, frequent flow management will be achieved using
rainwater harvesting and proprietary water quality treatment devices which will capture
frequent minor storm events. All stormwater outlets to the existing flow path will be
provided with appropriate scour protection and flow dissipation devices.
14.0 CONCLUSION
The proposed development at 27 Attunga Heights, Noosa Heads can be readily serviced
by existing infrastructure available at or near the subject site.
Water quality management will be provided for the site in accordance with Council’s
Planning Scheme Policy. Stormwater quantity management (peak flow management) is
not required for the development site. Stormwater connection points are available for
the site and external upstream catchments.
There are no constraints or impediments to the proposed residential development that
cannot be overcome by sound engineering design and best practice construction
methods.
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Locality Plan & Plan of Development
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"PROPOSED RESIDENTIAL DEVELOPMENT"
27 ATTUNGA HEIGHTS, NOOSA HEADS
for DAVID NEATE
IMINARY ENGINEERING DRA
eal uy
Job : C5756 DRAWING SCHEDULE OCT 2015 PROPERTY DESCRIPTION
[DRG No. ] [DESCRIPTION ] 27 Attunga Heights, Noosa Heads
Lot 27 on RP89506
C5756/15/P20|| LOCALITY PLAN AND DRAWING SCHEDULE Site Area = 1.802 Hectares
C5756/15/P22|| PRELIMINARY ROADWORKS & DRAINAGE LAYOUT L.G.A. = Noosa Shire Council (N.S.C.)
C€5756/15/P23]}} PRELIMINARY SEWER & WATER LAYOUT
Reference: - MCU18/0015 & RAL18/0001
C€5756/15/P24]} PRELIMINARY ENTRY DRIVEWAY LONGITUDINAL SECTION
C5756/15/P25]| PRELIMINARY ENTRY DRIVEWAY CROSS SECTIONS - SHEET 1 OF 3
C5756/15/P26]| PRELIMINARY ENTRY DRIVEWAY CROSS SECTIONS - SHEET 2 OF 3
C5756/15/P27 || PRELIMINARY ENTRY DRIVEWAY CROSS SECTIONS - SHEET 3 OF 3
C€5756/15/P28]} PRELIMINARY DRIVEWAY 2 LONGITUDINAL & CROSS SECTIONS
C5756/15/P29}} EROSION AND SEDIMENT CONTROL LAYOUT PLAN
C€5756/15/P30]} EROSION AND SEDIMENT CONTROL DETAILS
C€5756/15/P32}} PRELIMINARY EARTHWORKS LAYOUT PLAN Zz
C5756/15/P33 || PRELIMINARY STORMWATER QUALITY LAYOUT PLAN
C5756/15/P34]| EXTERNAL STORMWATER CATCHMENT PLAN
0 50 100 150 200 250m
|
SCALE 1:2500 A1, 1:5000 A3
REV DATE DESCRIPTION: BY HKD PROJECT: DRAWING TITLE:
> ov sass anes ? eae aS PROPOSED DEVELOPMENT LOCALITY PLAN VVALSH
[email protected] os = at 27 ATTUNGA HEIGHTS, NOOSA HEADS AND DRAWING SCHEDULE CONSULTING
W walsheng.net.au TOR EY. «for DAVID NEATE
CONSULTING J 4 15/72 Wises Road, Maroochydore Q 4558 ape 4665
PO Box 5512, Maroochydore BC Q,4558 ©This plan is Copyright. Other than forthe urposes of and subject to the conditions prescribed under the Copyright Act, no DRAWING No: REVISION:
ENGINEERS | «an. 39611482 716 FOR APPROVAL dette ay emo: any meat eee, meres, rico ghvoeong ego ote be i: C5756/15/P20 B
NOT FOR CONSTRUCTION reproduced, stored in a retrieval system or transmitted without the prior written permission of Walsh Consulting Engineers. All
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Page 23
105
SP151410
0
SP190823
45
00000
0 SP190823 901
SP151409 SP207311
A WAY
ALM
114
SP188650
0
SP190823
15 59,000 20 178,001 25 25 30 35 40 37,500 45 50
10 proposed lot 3 proposed lot 2
950 m² dedicated open space 14 15 16
28,000
RP89506 RP89506 RP89506
8,543 m² 1050 m²
10 55 60
2
RP865533 access
easement
15 ATTUNGA HEIGHTS
proposed lot 1 0
(townhouses) BUP3068
20
7,507 m² 12 11
RP89506 RP89506
25 30
35 45
EDGAR BENNET AVENUE
40 0 50 0 55
BUP101786 BUP8920
4
RP123865 0
SP156676
0 0
0
BUP7892 BUP105473
BUP104990
3
0 SP265108
BUP9758 EDGAR BENNET AVENUE
lot reconfiguration plan 1:1000 For MCU application
NOT FOR CONSTRUCTION
total site area : 1.805 ha 18.11.18
0 10 20 30 40 50
scale 1:1000
Project Drawing Proj no.
N
O
4P
B56H
oQd0.73osaxealds ABN 85 114 469 395
5P40857h8 Reg No 002195
Multi residential development Lot reconfiguration plan 1830
N
540F8571a8x 27 Attunga Heights, Noosa Heads
scale date Dwg no.
Email [email protected] Client
Novato Group 1:1000-A3 november '18 DD 02 - A
Page 24
schedule of building areas
dwelling type internal external garage no. of gross floor area mrv loading
no. floor area floor area floor area bedrooms
1 type E 312 m² 65 m² 65 m² 3 317 m² entry exit
2 type B 325 m² 82 m² 46 m² 3 330 m²
3 type C 323 m² 81 m² 46 m² 3 336 m²
4 type A 319 m² 94 m² 46 m² 3 325 m²
5 type A 319 m² 94 m² 46 m² 3 325 m²
6 type A 319 m² 94 m² 46 m² 3 325 m²
7 type A 319 m² 94 m² 46 m² 3 325 m² unit 2 mrv
8 type A 319 m² 94 m² 46 m² 3 325 m²
- type b turning
9 type A 319 m² 94 m² 46 m² 3 325 m²
10 type A 319 m² 94 m² 46 m² 3 325 m²
11 type D 314m² 102 m² 45 m² 3 319 m²
12 type E 312 m² 65 m² 65 m² 3 317 m²
gfa total 3,894 m² mrv turning plan 1:250
DD10
DD10
DD09
DD09
DD08
D
C
E
B
F
20 creek line 25 25
> >
>
proposed lot 3
>
> >
1,589 m²
>
>
type B
> > > > > proposed lot 2
> 1,232 m²
>
>
> > type B
> >
>
> >
> > vehicular
3 2 access
>
3
driveway
gate
type C
10 9 8 7 6 5 4 2 public
11 type A type A type A type A type A type A
type B 9100
footpath
type D Type A 1
access
12 12 11 10 9 8 7
1
type E
A type E 7000 A
3000
s'bk
2000
3000
DD08
s'bk
2000
s'bk
s'bk
6 5 4
pedestrian
existing path 3 x significant hoop pines retain existing fig tree
site access - to be protected and retained
Preliminary
FOR REVIEW.
D
C
E
B
F
21.09.18
site plan 1:750 0 10 20 30 40 50m
Project Drawing Proj no.
N
O
4P
B56H
oQd0.73osaxealds ABN 85 114 469 395
5P40857h8 Reg No 002195
Attunga Beach Houses Site plan 1830
N
540F8571a8x 27 Attunga Heights, Noosa Heads
scale date Dwg no.
Email [email protected] Client
Novato Group 1:750-A3 september '18 DD 05 - P2
Page 25
Survey Plan
Page 26
SSS 2 DETAIL OBTAINED FROM LAWRENCE & PARTNERS. ~\ NMS NOOSA_ MAPPING & SURVEYS PTY LTD ACN O10 364 404 TOP FLOOR TEWANTIN PLAZA 113 POINCIANA AVE — TEWANTIN. PO Box 257 Tewantin Q4565 Ph 07 5449 9644 fax 07 5449 9747 SuP) MWC Brawn Designed Checked Project Manager Verifier ISeale: 1: 500 Date: 30th Aug 200 In Association with In Association with Project CONTOUR SURVEY AND TREE LOCATION LOT 27 ON RP89506 Parish of WEYBA County of MARCH IN HEREON HAVE BEEN LOCATED. BY FIELD SURVEY. IF NOT ABLE TO SE LOCATED, SERVICES, FTED FROM RELEVANT AUTHORITY RECORDS AND HAVE SEEN (GLY ON THIS PLAN. MOLITION, EXCAVATION OR CONSTRUCTION ON THE SITE, THE RELEVANT AUTHORITY SHOULD SE CONTACTED FOR POSSIBLE LOCATION OF FURTHER UNDERGROUND SERVICES AND DETAILED LO (SOF ALL. VICES. Amendments Event | Details Date _|initial Client PHILLIP HARDING Notes Contour Interval 1.0m Level Datum PSM 50485 RLIZE.921 AHD D Drawing Code o1osoTR. pw S
Page 27
Engineering Drawings
Page 28
a
PROVIDE SCOUR PROTECTION AND FLOW DISSIPATION
DEVICE AT STORMWATER OUTLETS IN ACCORDANCE
_____WITH FIGURE 5.3.3.1 OF WATER SENSITIVE URBAN
DESIGN'S - TECHNICAL DESIGN GUIDELINES. oN
PROPOSED
LoT3
927m?
PROVIDE SCOUR PROTECTION AND FLOW DISSIPATION
DEVICE AT STORMWATER OUTLETS IN ACCORDANCE
WITH FIGURE 5.3.3.1 OF WATER SENSITIVE URBAN
A DESIGN'S - TECHNICAL DESIGN GUIDELINES.
OPEN SPACE
7,710m2 ~
7
PROPOSED
LoT2
PROPOSED
LoT1
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q ~~ ACCESS TO
RESIDENTIAL
~ ALLOTMENT.
PROPRIETARY STORMWATER
QUALITY TREATMENT DEVICE.
3 ATTUNG,
2 &3 ‘A HEIGHTS
a 5 -
------ f-~8 3 3 _
_ \ — a 45. & ~ &
MINOR EXTERNAL CONTRIBUTING CATCHMENT TO BE F 8xe s
CONVEYED TO WEYBA CREEK TRIBUTARY VIA INTERNAL ELEVATED TIMBER DRIVEWAY gee é
DRAINAGE NETWORK. TYPICAL. ¥¢
\ Fe
| DRIVEWAY No. 2
ENTRY DRIVEWAY | 7
LEGEND:
a PROPOSED STORMWATER PIT
------ PROPOSED STORMWATER PIPE
° PROPOSED STORMWATER MANHOLE
PROPOSED RAINWATER HARVESTING
2 & RE-USE TANK
0 10 20 30 40 50m
|
SCALE 1:500 A1, 1:1000 A3
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V walsheng.net.au |
CONSULTING s 15/72 Wises Road, Maroochydore Q 4558 are 4665 for DAVID NEATE
DRAWING No: C5756/15/P22 REVISION: €
AB.N. 39611482716 NOT FOR CONSTRUCTION |, micro copying, photo-co;
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FILENAME: O575-15P22<g-OATE 20/18. 108m Al Sheet Size J Design:ALs_—_[Drawn:ALS _] Date:OcT 2015 COUNCIL REFERENCE: SHEET: 2 of 13
Page 29
LEGEND:
= —O=—s— — = EXISTING UNITYWATER SEWER
——@— s ——_ PROPOSED UNITYWATER SEWER
—@-—s ———._ PROPOSED BODY CORPORATE SEWER
—@-— s —— _ PROPOSED PRIVATE RISING MAIN
-_——wWw— — = EXISTING UNITYWATER WATER
——W——— PROPOSED UNITYWATER WATER
w PROPOSED BODY CORPORATE WATER
NOTE: NEW SEWER EXTENSION TO BE CONSTRUCTED
USING HORIZONTAL DIRECTIONAL DRILLING. REFER TO
ENGINEERING REPORT BY WALSH ENGINEERS FOR
DETAILS AND TECHNICAL ADVICE
EXISTING SEWER MANHOLE
SM2670588
SL: 22.68
ee a)
eed
=C
———
PROVIDE PRIVATELY OWNED PACKAGE
——__PUMP STATION WITH RISING MAIN TO.
EXISTING MANHOLE SM2670588.
PROVIDE WATER
CONNECTION TO
SERVICE LOT 3.
\y \~ PROPOSED
LOT 3
\) 927m?
\
EXISTING SEWER MANHOLE 2
$M2670601 sf
\ OPEN SPACE
VN PP
eebvcaren
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TO SERVICE APARTMENTS 1-12. PROVIDE WATER CONNECTION
TO SERVICE PROPOSED
RESIDENTIAL ALLOTMENT.
@ PROPOSED a OE A PROVIDE GROUP TITLE WATER METER
LoT1 : TO SERVICE APARTMENTS 1-12.
EXTENSION FROM EXISTING MANHOLE
$M2668739. EXISTING SL 20.66, IL 19.35.
EXISTING SEWER MANHOLE
SM2668739
SL: 20.65
IL: 19.35
SCALE 1:500 A1, 1:1000 A3
REV DATE DESCRIPTION BY CHKD PROJECT: DRAWING TITLE:
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W walsheng.net.au for DAVID NEATE
CONSULTING J 4 15/72 Wises Road, Maroochydore Q 4558 are 4665
PO Box 5512, Maroochydore BC Q 4558 ©This plan is Copyright. Other than for the ourposes of and subject to the conditions prescribed under the Copyright Act, no 2
ENGINEERS ABN. 39611 482716 FOR APPROVAL Coe seen cs sarc casonomenaa, naeaecowecone wectestsenccie [_ORWING No: C5756/15/P23 REVISION:
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~ PO Box 5512, Maroochydore BC Q. 4558 FOR APPROVAL © This pian is Copyright. Other than for the purposes of and subject to the conditions prescribed under the Copyright Act, no DRAWING No: C5756/15/P24 REVISION: C
ENGINEERS ABN. 39 611 482716 ¢ part af it may in any form or by any means (electronic, mecnanical, rier copying, photocopying, recording or otherwise) be
NOT FOR CONSTRUCTION ced, stored ina retrieval system o° transmitted without the prior written permission of Walsh Consulting Engineers, ll
to Walsh Ca COUNCIL REFERENCE: SHEET: 4 of 13
FILENAME :C5756-16-P24.dug -DATE : 20/1/18 10:55am
Al Sheet Size
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| Date:oct 2015
h Consulting Engineers. All enquiries should be directed sulting Engineers.
Page 31
PROPOSED ACCESS DRIVEWAY 1
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W walsheng.net.au TOR APPROVAL ENGINEER
CONSULTING J 4 15/72 Wises Road, Maroochydore Q 4558 for DAVID NEATE
PO Box 5512, Maroochydore BC Q. 4558 This plan i Copyright. Other than for the purposes of and he conditions prt der the Copyright Act ,
ENGINEERS ] Aan. 39611482716 FOR APPROVAL waa tah say Sita snmcee detons mance navemeeneocnre anstacwenlse |_CSAWING No: C5756/15/P25 REVISION: C
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FILENAME :C5756-16-P25-P27.cug DATE: 20/1118 10am
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Page 32
PROPOSED RETAINING WALL TO STRUCTURAL
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PO Box 5512, Maroochydore BC Q. 4558 FOR APPROVAL ‘© This plan is Copyright. Other than for the aurposes of and subject to the conditions prescribed under the Copyright Act, no DRAWING No: C5756/15/P26 REVISION: C
STRUCTION part of it may in am ‘or by any means (electronic, mechanical, micro copying, photo-cop ct therwise) be
NOT FOR CONS stor em or transmitted without the prior written permission of Welsh Consulting Engineers, ll
COUNCIL REFERENCE: SHEET: 6 of 13
FILENAME :C5756-16-P25-P27.cug DATE: 20/1118 10am
‘1 Sheet Size J Design:ALS | Drawn: ALs
| Date:oct 2015
Page 33
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PO Box 5512, Maroochydore BC Q. 4558 FOR APPROVAL ‘© This plan is Copyright. Other than for the aurposes of and subject to the conditions prescribed under the Copyright Act, no DRAWING No: C5756/15/P27 REVISION: C
ENGINEERS | an. 39611482716 , pat of itmay inary frm oy ay mers ecole etait copying, photon
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Page 34
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CONSULTING | * 1/72 Wses to rea. 4065 | for DAVID NEATE ov“
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~ PO Box 5512, Maroochydore BC Q 4558 ©thi Copyright. Other than for the sof and t to the conditions prescribed under the Copyright Act, :
ENGINEERS | Aan. 39611 482716 FOR APPROVAL waa tan say Sita snmcee actors mance navemennecnre anstac mente |_CSAWING No: C5756/15/P28 REVISION: B
NOT FOR CONSTRUCTION sstem or transmitted without the prior written permission of
COUNCIL REFERENCE: SHEET: 8 of 13
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FILENAME :CS7S6-15P28<ng DATE : 20/1/18 1053am Al Sheet Size J Design:als —_[Drawn:Ats _] Date: Oct 2015
Page 35
35
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Wome
EROSION & SEDIMENT CONTROL NOTES
PROVIDE DIVERSION DRAIN TO .
WESTERN PROPERTY BOUNDARY.
_— -\--
PIT PROTECTION.
TYPICAL.
EROSION & SEDIMENT CONTROL NOTES CONT.
e ALL SEDIMENT & EROSION CONTROL DEVICES ARE TO BE INSTALLED IN
ACCORDANCE WITH IECA's 'BEST PRACTICE EROSION AND SEDIMENT
CONTROL MANUAL - 2008' AND BCC'S WATER QUALITY MANAGEMENT
GUIDELINES (CHAPTER 3), AS DETAILED ON THIS PLAN, OR AS
REQUIRED FOR COMPLIANCE WITH THE REQUIREMENTS OF THE
CONSTRUCTION MANAGEMENT PLAN.
¢ THE CONTRACTOR IS RESPONSIBLE FOR ENSURING SEDIMENT &
EROSION CONTROL DEVICES ARE INSPECTED & MAINTAINED AS
FOLLOWS:
(A) DURING CONSTRUCTION
(i) DAILY DURING DRY WEATHER
(i) PRIOR TO PREDICTED STORM EVENTS
(ii) TWICE DAILY DURING PROLONGED RAIN
(iv) DURING AND AFTER MAJOR STORM EVENTS
(B) DURING DEFECTS LIABILITY PERIOD
(i) WEEKLY DURING DRY WEATHER
(ii) PRIOR TO PREDICTED STORM EVENTS
(iii) TWICE WEEKLY DURING PROLONGED RAIN
(iv) DURING AND AFTER MAJOR STORM EVENTS
« ALL EXPOSED SURFACES, ONCE COMPLETED SHALL BE IMMEDIATELY
STABILISED TO PREVENT EROSION. ROUGHEN SURFACE BY FORMING
LATERAL GROOVES 50mm DEEP AT 1m MAX. SPACINGS AND 5m MAX.
LENGTHS.
«© SEDIMENT & EROSION CONTROL DEVICES (OTHER THAN THOSE
ALREADY SHOWN) TO BE INSTALLED WHERE NECESSARY & AS
DIRECTED ON SITE BY THE SUPERINTENDENT.
« SEDIMENT & EROSION CONTROL DEVICES ON THIS PLAN ARE
INDICATIVE ONLY. IT IS THE RESPONSIBILITY OF THE SITE MANAGER TO
ENSURE THAT THE INTENT OF THIS PLAN AND THE ENVIRONMENTAL,
MANAGEMENT PLAN ARE COMPLIED WITH.
« EROSION AND SEDIMENT CONTROL DEVICES/STRATEGIES TO BE
COMPLETED PRIOR TO DISTURBANCE OF THE SITE, AND SHALL REMAIN
IN PLACE UNTIL PERMANENT WORKS ARE COMPLETE AND CATCHMENT
VEGETATION IS ESTABLISHED (70% SITE STABILISATION MINIMUM) .
« AREAS OF WORKS THAT REQUIRE DISTURBANCE OF SOIL SHALL BE
KEPT TO A MINIMUM TO LIMIT THE EXPOSURE OF SOIL TO RAIN-DROP
IMPACT AND OTHER FORMS OF WIND/STORMWATER EROSION.
ALL WORK IS TO BE COMPLETED IN ACCORDANCE WITH BCC STANDARD.
aN
PEPPERS NOOSA RESORT & VILLAS
/
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PROVIDE PERIMETER SEDIMENT
FENCE TO DOWN SLOPE OF
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ATTUNGA HEIGHTS
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AS DETAILED PRIOR TO THE COMMENCEMENT OF ANY EARTHWORKS.
« ALL STOCKPILES TO BE TEMPORARILY GRASSED & GRADED TO ENSURE.
CONTROL OF RUNOFF. ALTERNATIVELY, SEDIMENT FENCES TO THE
DOWNSTREAM FACE OF STOCKPILES ARE TO BE INSTALLED, WITH
CUT-OFF DRAINS UPSTREAM.
e ROUGHEN ALL SURFACES PRIOR TO TOPSOIL PLACEMENT. 0 10 20 30 40 50m
ROUGHENING TO CONSIST OF LATERAL (90° TO SLOPE) GROOVES ————|
100mm DEEP AT 2m MAX. SPACINGS SCALE 1:500 At, 1:1000 A3
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WA LSH E [email protected] at 27 ATTUNGA HEIGHTS, NOOSA HEADS LAYOUT PLAN CONSULTING
W walsheng.net.au -CTOR APPROVAL D D NEATE ENGINEER
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ENGINEERS | apn’ 39611482 716 FOR APPROVAL Dial raae ear orm eens menonee rurosig soc brawinG No: C5756/15/P29 REVISION: A
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FILENAME : C5756-15-P29-31 dug -DATE 20/11/18 - 10:52am ‘Al Sheet Size [| Design:Als Drawn: Als | Date.ocT 15 intellectual property remains within Walsh Consulting Engineers. All enquiries should be cected to Walsh Consulting Engineers. COUNCIL REFERENCE: SHEET: 9 of 13
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