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Stormwater Management Plan_Issue C · MCU21/0175
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STORMWATER MANAGEMENT PLAN
PROPOSED SHOWROOM EXPANSION
AT NOOSA EMPORIUM
WALTER HAY DRIVE, NOOSAVILLE
Prepared By:
MPN CONSULTING PTY LTD
Level 5
39 Sherwood Road
Toowong
Queensland
4066 • Australia
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28 July 2021 REVISION STATUS MPN Reference No: 8293 Client: Stockwell Site Address: Noosa Emporium, Walter Hay Drive, Noosaville Report Title: Stormwater Management Plan DOCUMENT CONTROL Version Date Author Reviewer Approved RPEQ DRAFT 31/01/2020 Benjamin Moyle Lachlan Stephenson 16903 Issue A 27/02/2020 Benjamin Moyle Lachlan Stephenson 16903 Issue B 29/04/2020 Benjamin Moyle Lachlan Stephenson 16903 DRAFT 09/07/2021 Sam Rowen Lachlan Stephenson 16903 Issue C 28/07/2021 Sam Rowen Lachlan Stephenson 16903 Excellence with Economy in Engineering 1 l:\8000-8999\8200-8299\8293\reports\28-07-21 stormwater management plan_issue c.docx
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28 July 2021
EXECUTIVE SUMMARY
This report has been commissioned by Stockwell to support the Development Application for the
proposed showroom expansion development at the Noosa Emporium located at Walter Hay Drive
Noosaville.
This report addresses the following Engineering aspects of the proposed development:
• Topography
• Flooding
• Stormwater Quality Management
• Stormwater Quantity Management.
.
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Table of Contents
EXECUTIVE SUMMARY 2
1 PURPOSE 5
2 INTRODUCTION 5
2.1 Project Description 5
3 SITE CHARACTERISTICS 6
3.1 Site location 6
3.2 Topography and Existing Site Drainage 7
4 SITE DATA 7
5 STORMWATER 8
5.1 Flooding 8
5.2 Site Based Stormwater Management Plan 8
5.3 Operational Phase 8
5.4 Proposed Stormwater Quality Treatment Devices 15
5.5 Construction Phase (Sediment and Erosion Control) 16
6 CONCLUSION 18
7 LIMITATIONS OF REPORT 18
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28 July 2021 Table of Figures Figure 1 – Proposed Development 5 Figure 2 – Site Location 6 Figure 3 – Treatment Plan 13 Table of Tables Table 1 – MUSIC Rainfall Runoff Parameters (Commercial) 11 Table 2 – Pollutant Export Parameters (Commercial) 11 Table 3 – Water Quality Objectives 12 Table 4 – Percentage Based Load Reduction Results 13 Table of Appendices Appendix 1 Architectural Plans 19 Appendix 2 Site Survey 20 Appendix 3 Mpn Plans 21 Appendix 4 Bioretention Basin Maintenance Checklist 22 Excellence with Economy in Engineering 4 l:\8000-8999\8200-8299\8293\reports\28-07-21 stormwater management plan_issue c.docx
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1 PURPOSE
This Stormwater Management Plan has been prepared as part of the Development Application for
the proposed showroom expansion development at the Noosa Emporium located at Walter Hay
Drive Noosaville.
2 INTRODUCTION
2.1 Project Description
The showroom expansion development will consist of a free-standing building for multiple tenancies,
loading dock / service area to the rear if the site and an on-grade car park to the front of the lot.
Access to the site will be via the existing internal road network of the Noosa Civic shopping centre.
Access for the existing complex internal road network is from both Walter Hay Drive and Hofmann
Drive.
The proposed Plan of Development is depicted on the architectural plans prepared by Buchan Group
attached in Appendix 1, with excerpt below.
Figure 1 – Proposed Development
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3 SITE CHARACTERISTICS
3.1 Site location
The overall Noosa Civic site is located at 28 Eenie Creek Road, Noosaville and is formally described
as Lot 3 on SP246584.
The site is bounded by Walter Hay Drive to the North and East, and existing Commercial
developments to the South and West.
Figure 2 – Site Location
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3.2 Topography and Existing Site Drainage
The majority of the site is clear of vegetation with a few landscaped pockets at the front of the
development site. An approximately 25m wide strip of trees exist adjacent Walter Hay Drive, 10m
width of the treed area is being retained as an environmental protection zone, providing a buffer
between the development site and Walter Hay Drive.
A concrete access driveway adjacent to the development currently services the existing Emporium
showrooms, and connects to the Noosa Civic shopping centre internal road network.
The site generally slopes to the Western corner of the site towards the existing internal road
network and access driveway servicing the site. During previous stages of development, the lot was
mounded and topsoil / mulch stockpiles centrally located to evenly discharge to all boundaries of the
proposed development.
Stormwater runoff from the existing site sheet flows in all directions from the previously mentioned
mound. Overland flow is collected in a shallow swale and by a field inlet in the South Eastern corner
of the site where is discharges along with the remainder of the site into the gully pits located in the
internal road of the Noosa Civic Shopping Centre. The shopping centre drainage system discharges
to the creek to the South of the site.
A copy of a survey plan for the site prepared by Bennett and Francis is attached in Appendix 2.
4 SITE DATA
Site data has been obtained from the following sources of information:
• Survey Data
• Noosa Shire Council
• Satellite Imagery
• Relevant Reports
• Dial Before You Dig (DBYD).
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5 STORMWATER
5.1 Flooding
Based on Noosa Shire Council flood mapping, the site is not subject to flooding from any sources.
5.2 Lawful Point of Discharge
The lawful point of discharge for the development site is the existing internal Noosa Civic Shopping
Centre stormwater infrastructure south of the proposed development. The existing Noosa Civic
Shopping Centre lawful point of discharge is the Creek to the South of the site.
5.3 Site Based Stormwater Management Plan
The aim of the Stormwater Management Plan outlined below is to:
• Prevent or minimise adverse social or environmental impacts from stormwater runoff
originating from the proposed development.
• Achieve acceptable levels of stormwater runoff quality and quantity.
The Stormwater Management Plan aims to identify Stormwater Quantity and Quality Best
Management Practice for the site and demonstrate that water quantity and quality impacts will be
minimised in receiving waters.
The Stormwater Management Plan outlines the site in two sections, the operational phase and the
construction phase. The operational phase addresses treatment of contaminated runoff from the
developed site by natural methods before discharging into receiving waters whilst the construction
phase of the Stormwater Management Plan addresses erosion and sediment control to prevent
contamination of water sources by stormwater runoff during construction of the site.
5.4 Operational Phase
5.4.1 Proposed Site Drainage
Stormwater runoff from the proposed development will be collected and conveyed in a new
stormwater pit and pipe network to the existing internal infrastructure.
Stormwater runoff from the new roof, carpark, internal road and servicing areas will be directed to
3 bioretention basins for stormwater quality treatment. High flow bypasses will be constructed
around the bioretention basins for flows exceeding the treatment flows.
Stormwater runoff from the landscape areas at the North and South East boundaries will remain
generally as per pre-developed conditions, with some re-shaping required to ensure stormwater
infrastructure remains clear of the proposed building works.
Approximately 260m2 of the access driveway and the carpark will bypass the bioretention basins to
allow the driveways to join neatly into the existing internal road system. The treated areas will be
over treated so the overall net water quality objectives are achieved for the development.
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28 July 2021 Stormwater treatment will be implemented to remove sediments, nutrients, gross pollutants and hydrocarbons in accordance with the requirements of Noosa Council and the State Planning Policy. Stormwater discharged from site is proposed to be consistent with the existing Emporium showroom discharge. This development sits within a lot that has been allowed for in previous stormwater calculations, therefore no detention is proposed for this development. The proposed conceptual stormwater drainage layout is depicted on MPN Plan 8293-CP.1.01 attached in Appendix 3. 5.4.2 Stormwater Quantity Management Strategy The proposed development site will connect into the existing drainage system for the Noosa Civic Shopping Centre. The sites minor flows will run through the existing pipe system whilst the major overflows will overland flow down the internal roads prior to discharging to the Creek to the South of the site. There will be no impacts to external properties as a result of the development flows through the internal site system. The proposed development site has existing stormwater infrastructure which will be utilised for the showroom expansion. Excellence with Economy in Engineering 9 l:\8000-8999\8200-8299\8293\reports\28-07-21 stormwater management plan_issue c.docx
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5.4.3 Stormwater Quality Management Strategy
In order to satisfy the requirements of the State Planning Policy July 2017 for the adequate
treatment of stormwater runoff, natural treatment solutions have been provided to remove
hydrocarbons, suspended solids and nutrients prior to being discharged from site.
5.3.3.1 Potential Pollutants Generated
The pollutants that could be potentially generated as a result of the development use are as
follows:
• Litter
• Sediment
• Nutrients (Nitrogen and Phosphorous)
• Hydrocarbons (oils and grease)
• Surfactants
• Pathogens/Faecal Coliforms (bacteria and viruses)
The MUSIC computer modelling program developed by the Co-operative Research Centre for
Catchment Hydrology was used to predict the performance of the proposed stormwater treatment
train.
At this stage the pollutants modelled in MUSIC are Total Suspended Solids (TSS), Total
Phosphorous (TP) and Total Nitrogen (TN).
5.3.3.2 Rainfall
The rainfall data used in the model was based on the Bureau of Meteorology data from rainfall
station 40059 Cooroy Composite. The model was run for a 10-year period from 1 January 1973 to
31 December 1983. The modelling time step was 6 minutes.
5.3.3.3 Rainfall Runoff Properties
In accordance with the recommendations of Water By Design’s MUSIC Modelling Guidelines for
South East Queensland rainfall runoff properties for commercial areas have been used.
These are listed in Table 1 below.
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Parameter Value
Rainfall Threshold (mm) 1
Soil Storage Capacity (mm) 18
Initial Storage (% of capacity) 10
Field Capacity (mm) 80
Infiltration Capacity Co-efficient a 243
Infiltration Capacity Co-efficient b 0.6
Initial Depth (mm) 50
Daily Recharge Rate (%) 0
Daily Base Flow Rate (%) 31
Deep Seepage (%) 0
Table 1 – MUSIC Rainfall Runoff Parameters (Commercial)
5.3.3.4 Pollutant Export Parameters
Specific Pollutant Export Parameters must be applied to each node type as cited in the Water By
Design MUSIC Modelling Guidelines. The values shown in Table 2 are for split catchment
commercial areas.
Runoff pollutant concentrations are generated stochastically from the defined mean and standard
deviation.
Land Use – Commercial Log10 TSS (mg/L) Log10 TP (mg/L) Log10 TN (mg/L)
Base Storm Base Storm Base Storm
Flow Flow Flow Flow Flow Flow
Roof Mean 0 1.30 0 -0.89 0 0.37
Std. Dev. 0 0.38 0 0.34 0 0.34
Roads Mean 0.78 2.43 -0.6 -0.30 0.32 0.37
Std. Dev. 0.39 0.38 0.5 0.34 0.30 0.34
Ground Mean 0.78 2.16 -0.6 -0.39 0.32 0.37
Level/Open
Space Std. Dev. 0.39 0.38 0.5 0.34 0.30 0.34
Table 2 – Pollutant Export Parameters (Commercial)
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5.3.3.5 Water Quality Objectives
The Water Quality Objectives of the receiving waters for the proposed development have been
obtained from State Planning Policy July 2017. The State Planning Policy load reduction targets are
summarised in Table 3 below.
WATER QUALITY OBJECTIVES
Total Suspended Total Nitrogen Total Litter/Gross
Solids (TSS) % (TN) % Phosphorous Pollutants % Oils/Grease
Reduction Reduction (TP) % Reduction Reduction
No visible films
80 45 60 90
or odours
Table 3 – Water Quality Objectives
5.3.3.6 Treatment Plan
In order to achieve the Water Quality Objectives for the proposed development, it is proposed to
use natural treatment methods to treat the runoff prior to discharge from the site.
Stormwater runoff from the roof will be captured in a series of new gutters, downpipes and pits,
which will discharge along with the remaining on ground catchments to bioretention basins, where
Q1 flows will receive treatment while additional flows with discharge into the external stormwater
network.
Runoff from the existing landscape areas at the North and South East corner of the site will remain
generally as per pre-development conditions and will be treated by the existing grassed swale.
Approximately 260m2 of the access driveway and the carpark will bypass the bioretention basins.
This has been allowed for in the model so the overall net water quality objectives are achieved for
the development
Treated water will discharge off site via a proposed stormwater connection. The treatment plan for
the proposed development is depicted on MPN Plan 8293-CP.1.01 attached in Appendix 3, with
MUSIC excerpt below.
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Figure 3 – Treatment Plan
5.3.3.7 MUSIC Results
The resulting percentage based load reductions at the outlet are shown in Table 4 below together
with the Water Quality Objectives for the receiving waters.
Residual
Sources % Reduction Target %
Load
Total Suspended Solids (kg/yr) 2350 457 80.5 80
Total Phosporous (kg/yr) 4.95 1.44 70.8 60
Total Nitrogen (kg/yr) 36.5 17.4 52.2 45
Gross Pollutants (kg/yr) 262 2.37 99.1 90
Table 4 – Percentage Based Load Reduction Results
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28 July 2021 5.3.3.8 POD Pollutant Reduction 5.3.3.8.1 Litter Rubbish bins will be located within the building and car park for use by staff and visitors. The carparks will be cleaned regularly. As a result of this and with the installation of the treatment devices, levels of litter exiting the site via stormwater are expected to be negligible. 5.3.3.8.2 Sediment The TSS outflow is identified in Table 4 above. As can be seen from the above table the pollutant load reduction achieves the Water Quality Objectives. The TSS level is therefore considered acceptable. 5.3.3.8.3 Nitrogen and Phosphorous The TN and TP loads are identified in the above Table 4. As can be seen the TN and TP loads leaving the site achieve the Water Quality Objectives. The Nitrogen and Phosphorous residual loads are therefore considered acceptable. 5.3.3.8.4 Hydrocarbons Hydrocarbons will become trapped within the bioretention filter media. When there is a build-up of hydrocarbons within the bioretention basin, the top layer of the filter media can be removed and replaced ensuring that no hydrocarbons are discharged from the site. Studies have shown that micro-organisms in the organic mulch layer degrade and break down the petroleum-based hydrocarbons and hence they will not be discharged from site. 5.3.3.9 Surfactants Washing of cars is not expected on site for the proposed development, as a result surfactants should not be an issue for the drainage system. 5.3.3.9.1 Heavy Metals Heavy metals in stormwater runoff generally become attached to fine sediment. The bioretention basin will remove the majority of this fine sediment. The removal of the fine sediment should effectively remove most of the heavy metals in the runoff. 5.3.3.9.2 Pathogens/Faecal Coliforms Domestic animals within the development will be under the control of their owners at all times and the owners will be expected to clean up after them. Excellence with Economy in Engineering 14 l:\8000-8999\8200-8299\8293\reports\28-07-21 stormwater management plan_issue c.docx
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5.5 Proposed Stormwater Quality Treatment Devices
5.5.1 Locations
The location of the proposed stormwater quality treatment device is shown on MPN Plan 8293-
CP.1.01 attached in Appendix 3.
5.5.2 Device and Size
The device type and size are depicted on MPN Plan 8293-CP.1.01 attached in Appendix 3.
5.5.3 Operation
The bioretention basin operates by filtering runoff through densely planted surface vegetation,
then percolating the water through a sandy loam filter media with details as per MPN Plan 8293-
CP.2.01 attached in Appendix 3. As the water is percolated through the soil, pollutants are
captured by fine filtration, adsorption and biological uptake.
5.5.4 Maintenance
For the initial maintenance of the bioretention basin it is important to remove weeds and debris,
with regular watering until plants are established and actively growing.
Watering is to be undertaken following the construction of the basin at the following frequency:
• Week 1 – 6, 5 times/week
• Week 6 – 10, 3 times/week
• Week 11 – 15, 2 times/week
If there is no rain, each plant should receive 2.5 – 5.0 litres of water per week during establishment
in the first 6 weeks (40mm/week).
Watering requirements to sustain healthy vegetation should be determined during ongoing
maintenance visits.
Detailed establishment techniques can be found in the Water By Design Construction and
Establishment Guidelines.
Inspections are also recommended following large storm events to check for scour and other
damage.
Maintenance of the bioretention basin will include:
• Routine inspections of surface profile to identify areas of sediment buildup, scour and
erosion or clogging of the filter media;
• Routine inspection of the overflow pits and under drains for blockages and litter buildup;
• Removal of sediment where it is smothering the basin vegetation; and
• Repair all basin damage due to scour or erosion by replacement of filter media and
vegetation.
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A Bioretention Basin Maintenance Checklist is attached in Appendix 4.
Detailed maintenance techniques can be found in the Water By Design Maintaining Vegetated
Assets Guideline.
5.6 Construction Phase (Sediment and Erosion Control)
5.6.1 Intent of Erosion and Sediment Control Management Plan
To prevent stormwater contamination (of watercourses) and the release of contaminated
stormwater and wastewater by ensuring compliance with the Environmental Protection Act 1994
and Environmental Protection (Water) Policy 2009.
5.6.2 Implementation Strategy
Establish control measures and best practice approaches to prevent stormwater contamination
and minimise the risk and adverse effects of erosion and sedimentation. All Erosion and Sediment
Control measures must be designed, constructed and maintained in a manner that is
commensurate with the site’s erosion risk.
5.6.3 Erosion and Sediment Control Measures
• Obtain a licence or approval to operate activities that are classed as environmental
relevant activities (i.e. they have the potential to cause environmental harm).
• Implement and maintain appropriate control measures to prevent sediment leaden
wastewater and other potential pollutants such as oil, paint and wet concrete from entering
the stormwater system via stormwater drains and gullies. The control measures which
must be considered to be adopted are:
• Limit site access during construction to minimise disruption to traffic
• Install a temporary construction entry/exit sediment trap at all site accesses to
minimise mud and sediment from the site being tracked onto public road,
particularly during wet weather or when the site is muddy.
• Install and maintain appropriate sediment fences around construction areas
▪ Divert clean stormwater runoff, using catch drains, around construction
areas to existing or new stormwater drainage system.
▪ Install sandbags and other pollution containment devices around
stormwater drains and any other locations where required to prevent
sediment entering the trunk stormwater system.
▪ Cover open earth/soil areas progressively (with concrete slabs and
pavements or mulch) to minimise areas of bare earth/soil.
▪ Any stockpiles of excavated soil and demolition / construction waste must
be located where risk of erosion and sediment is minimal, and must be
protected from wind and water erosion.
• Implement and maintain appropriate control measures such as catch drains and
sediment fences to prevent ponding of stormwater or discharge of stormwater
from the site to adjacent properties.
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• Provision of spill / pollution control equipment that is readily accessible to clean up
spills and leaks.
• Ensure spill/pollution control measures are available and maintained in working
condition.
• Sediment contained by the sediment control devices such as sandbags, sediment
fences and containment bunds must be frequently removed and placed in a
controlled area.
• Implement an inspection schedule for any spill or leaks of any potential polluting
areas or activities.
5.6.4 Erosion Sediment Control Management Goals
• Licenses, approvals, permits and inspection reports are in order.
• Sediment or pollution control devices such as sandbags, sediment fences and containment
bunds are in place, maintained and effective.
• Spill/ pollution control equipment is readily accessible at designated locations.
• No accumulated sediment is contained by the sediment control devices such as hay bales,
sediment fences and containment bunds.
• No sediment exceeding a depth of 300mm in the pollution control devices (e.g. silt trap).
5.6.5 Erosion and Sediment Control Implementation Program
• Licenses, permits or approvals for each environmentally relevant activity must be obtained
prior to the commencement of the particular activity.
• Appropriate control measures such as sediment fences, temporary construction entry/ exit
sediment traps, pollution containment devices (e.g. sandbags), stormwater diversion and
administrative controls must be installed and established prior to commencement of the
earthworks and construction activities.
• Pollution control devices such as spill control equipment must be inspected on a regular
basis (at least weekly).
• Other sediment and pollution control equipment such as containment bunds, hay bales and
sediment fences must be inspected on a regular basis (at least daily).
• Inspection for any leaks, spills or potential contaminating activity must be performed on a
regular basis (at least daily).
• Remove accumulated sediment or other contaminants from sediment/ pollution control
devices on a regular basis.
• All erosion and sediment control measures must be inspected within 24 hours of expected
rain and within 18 hours of a rainfall event.
5.6.6 Responsible Person Or Organisation
The contractor shall be responsible for the implementation and maintenance of the Erosion and
Sediment Control Measures.
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5.6.7 Reporting / Review
Records such as licences, approvals, permits and inspection reports must be reviewed on a regular
basis (e.g. at least monthly) to ensure that legal compliance is met, complaints are reviewed and
systems are working to prevent contamination.
5.6.8 Corrective Actions
• Perform clean-up of any spills immediately.
• Any mud or sediment which is tracked onto public roads is to be immediately removed
using dry clean-up methods i.e. shovel and broom.
• Remove or relocate any stockpiles of waste where there is a reasonable risk of erosion and
sedimentation.
• Replace or repair sediment or pollution control devices if they are not maintained in good
working condition.
6 CONCLUSION
This Stormwater Management Plan demonstrates that under the proposed concept plan
stormwater quality and quantity treatment is achievable to the levels required by State Planning
Policy July 2017.
The lawful point of discharge for the development site is the existing internal Noosa Civic Shopping
Centre stormwater infrastructure south of the proposed development. The existing Noosa Civic
Shopping Centre lawful point of discharge is the Creek to the South of the site.
Stormwater runoff from the new roof, carpark, internal road and servicing areas will be directed to
3 bioretention basins for stormwater quality treatment. High flow bypasses will be constructed
around the bioretention basins for flows exceeding the treatment flows.
Approximately 260m2 of the access driveway and the carpark will bypass the bioretention basins to
allow the driveways to join neatly into the existing internal road system. The treated areas will be
over treated so the overall net water quality objectives are achieved for the development.
Stormwater discharged from site is proposed to be consistent with the existing Emporium
showroom discharge. This development sits within a lot that has been allowed for in previous
stormwater calculations, therefore no detention is proposed for this development.
7 LIMITATIONS OF REPORT
MPN have prepared this report for the proposed Emporium showroom extension development at
Walter Hay Drive Noosaville in accordance with MPN’s proposal to Stockwell. This report is provided
for the exclusive use of Stockwell for this specific project and its requirements. It should not be used or
relied upon by a third party and MPN accept no responsibility for the use of this report by any party
other than Stockwell.
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Appendix 1
Architectural Plans
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1 2 3 4 5 6 7 8 9 10 11 12
11134 4595 6300 8500 8500 8500 8500 8500 8500 8500 7730
DEVELOPMENT SCHEDULE
A Y 1 GROUND 2675 m2
E RH A-DA-2000 SHOWROOM BUILDING 1 1720 m2
A LT IVE 2
W DR
SHOWROOM BUILDING 2 955 m2
A-DA-3001 LEVEL 1 1300 m2
RETAINING
BIO RETENTION BASIN 1 22 m2
WALL
OFFICE 1300 m2
300
T
AN TRENCH GRATE
EN
AL L
GW
300
OV
AININ
RET
EC
FALL
4500
300
DASHED LINE FOR ONE WAY ONLY
A C ROOF ABOVE
00 SP PR TOTAL 3975 m2
0
30 ACK N
450
STAFF CARBAYS 4 CARS 2 MC IV
PE
45
RE
SRV DASHED LINE FOR
B MC 2 TA
A
EO
ININ
T AWNING ABOVE
TE
00
ON
A-2
G
SE T WA
EW
IV A W AL
L BIN BIN BIN BIN
AY
LL
OP
O CARS PROVIDED 94 75 CARS
PR
ING NLY
RE
TAIN
EGRESS EGRESS EGRESS
E N 4 STAFF CAR BAYS
BIN
MRV
SP 12 STAFF CAR BAYS
AC
8500
BIN
PLANT 3 FROM MC
NE E
A CO [RATIO (4 MC = 1 CAR)]
BIN
IC EL 12
RV HRV VE
B-2 SE
MC 2 BUILDING 2 EGRESS
NA
NT
A-1 MOTORCYCLES 13
2600
SHOWROOM
7392
DASHED LINE FOR
EASEMENT 5
RE
5800 ROOF ABOVE
8500
TA
IN
955 m2
IN
G
DASHED LINE FOR
C-2
W
FFL 8930
AL
LEVEL ABOVE
L
UNDERCROFT
STAFF CARPARK B-1
8194
LIFT
12 CARS
2 MC
8500
STAIRS
1
D-2
6 ENTRY ENTRY ENTRY
2550
C-1
STAIRS
E-2
TGSI
TGSI
TGSI SHOPFRONT
ONE WAY ONLY
7 2600 RL 8750
1
8500
LINE OF
8 20 3
NT
SET 000
BALCONY
OVER
A-DA-3001
TGSI
V E NA
BAC
K
2 D-1
21
2600
BUILDING 1
5800
FALL CARPARK 1 FALL
E CO
60 CARS 300
RL 8750
TROLLEY
A-DA-3000 SHOWROOM 170
BAYS
300
8500
SPAC
41 50 GFA 1720 m2 4500
2
5400 1800 5400
excl airlock
E-1
OPEN
FFL 8930
LOBBY
TGSI TGSI
TGSI TGSI TGSI 1:31 TGSI FALL
A-DA-2000
6200
ATE
6300
8500
FALL
1
SERVICE LANE
PRIV
51 60
KERB
F-1
OAD
5800
FALL FALL 300
28
8500
TGSI
SITE 7 BIKES DASHED
ER
BOUNDARY 40 29
00
RAMP
LINE
1.20
FOR
60
1:
G-1
EASEMENT 1 67
ROOF
ABOVE
VAT
2226
TGSI
TRENCH GRATE RETAINING WALL
4703
BIO-RETENTION BASIN 2
RL 8600
H-1
EXISTING FOOTPATH 50 m2 RAMP 1.20
PRI
TURNAROUND
1
C
BAY
TGSI
M
1:
20
3000 LOW -HEIGHT VEGETATION IN
1
8 EXISTING
K EASEMENT AND BIO-RETENTION AREAS TREES
SETBAC
RA
M
P
1.
20
RL 8300 CARPARK 2 EXISTING
6600
TGSI
15 CARS RL 8300 POLE NOTE
9 MC
EX
IST
IN
1-ROAD LEVELS/ FALL, DETAILS TO BE CONFIRMED
G 15
MC 9
MC 6
FO 9 BY CIVIL ENGINEER
OT
PA PYLON
TH
SIGN
TRENCH GRATE
2-LANDSCAPE AREA INDICATIVE. REFER
BIO-RETENTION BASIN 3 LANDSCAPED AREA TO LANDSCAPE ARCHITECTS
SETBACK
20 m2 DRAWINGS
3000
3-INTERNAL HEIGHTS SUBJECT TO CHANGE.
REFER TO STRUCTURAL ENGINEER DRAWINGS
STORMWATER 4- EGRESS INDICATIVE ONLY AND SUBJECT TO
1 EASEMENT
FOOTPATH LAYOUT
TO BE CONFIRMED
CHANGE
A-DA-3000
Rev. Date Description Iss. Appr. Do not scale this drawing. Verify all dimensions on site before commencing Project Status Drawing Title
any work. Copyright © 2020 Buchan. This drawing remains the property of
A 27.07.21 DA ISSUE TJ PW The Buchan Group Australia Pty Ltd. Reproduction in whole or in part without
prior consent is forbidden. PROPOSED SHOWROOMS LOT 2, FOR INFORMATION
Date Plotted
27/07/2021 6:16:53
6:16:49 PM
File NOOSA CIVIC SHOWROOM PRECINCT Date Issued
27.07.21
N
PROPOSED FLOOR PLAN
Scale
Project Number Drawing Number Revision Brisbane Studio
+ 61 7 3859 9222 / buchangroup.com.au
719154 A-DA-1000 A
Page 22
28 July 2021
Appendix 2
Site Survey
Excellence with Economy in Engineering 20
l:\8000-8999\8200-8299\8293\reports\28-07-21 stormwater management plan_issue c.docx
Page 23
Client
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SP285896
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SP222982
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(268
260
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EmtC
RP215933,
SP246584
432
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422
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Cov. J
SP 182845
gsr
Stockwell Development Group Pty Ltd
Project
Noosa Civic, Noosaville
Detail and Level Survey of part
of Part of Lot 3 on SP246584
Original Lot 29 on MCH390
Parish of Tewantin
County of March
Local Authority : Noosa Shire
Horizontal Datum (MGA94)
Datum for Levels (AHD Derived)
56522
Located in Production Street
RL 7.30m
Contour Interval - 0.25m.
Py Sheet Layout
LEGEND
Bore Water Line = —We—
Fence (Internal)
Fence (External)
oe
Stormwater Mar Sina
Stormwater Drain —SW— Telecom Com 708
Telecom Cable. = ——T—— Telecom Manhole mM
Underground Power —VE— Fire Hydrant FH
Town Water —w— Gully Trop or
Treeline WD tater Meter wm
Kerb Water Valve w
a Channel C Floor Level fL
3 Crown of Road CR Invert Level Stormwater ILSW
Edge of Bitumen @ Ground Level at
Gos Valve ev
Electricity Light Pole ELP
Electricity Manhole EMH
Power Pole PP
Trafic Sign TS
Telecom Pillar ree Water Monhole
Roof Leve
Flag Pole
9 Si
‘Sewerage Manh
Invert Level Sewer
Elec Stay Pole
Trattic Light
Under Siob Level
Grease Trap
Gutter Level
Notes and Disclaimers -
Every endeavour has been made to identify and measure the accurate location
and depth of utlty services however existing records obtained from the relevant
Authorities may be incomplete or inaccurate. There may be no physical evidence
Of the existence ofa service and may be of nonconductive materials and therefore
‘ot traceable. In this instance it was nat practical to physically expose services for
visual identification and measurement. Services information compiled and shown
/ on this survey are subject tothe imitations outlined above.
‘The positions and dimensions of property boundaries have been compiled from
Identification survey 18274197,
Bennett & Francis Pty. Ltd.
Surveying, Cartography, Computing,
Mapping, Town Planning.
ACN. 053 307 172
100 Ipswich Road,
Woolloongabba Q 4102
Phone (07) 3239 5444
http:/www.bfsurveys.com.au
1:200
0 2 6 20
METRES
Drawn SRH aie (07/06/2019
FW SRH racked JPM
Fi. 18-01 ‘approved Date
JPMW 07/06/2019
PLAN REF.
034389.41
Row
"VaGaSeO ACAD ata OSB0AT vg
Sheet! of 6
Page 24
Client
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/
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(Open Channels drain to here
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Stockwell Development Group Pty Ltd
Project
Noosa Civic, Noosaville
Detail and Level Survey of part
of Part of Lot 3 on SP246584
Original Lot 29 on MCH390
Parish of Tewantin
County of March
Local Authority : Noosa Shire
Horizontal Datum (MGA94)
Datum for Levels (AHD Derived)
56522
Located in Production Street
RL 7.30m
Contour Interval - 0.25m.
Bore Water Line = —We—
Fence (Internal)
Fence (External)
Stormwater Drain
Telecom Cable r— Telecom Manhole Tied
Underground Power —VE— Fire Hydrant FH
Town Water —w— Gully Trap or
Tree Line WD tater Meter wn
Kerb Water Valve w
Channel C Floor Level fL
Crown of Road oR asM
Edge of Bitumen 8 Gk
Gas Valve ev st
Electricity Light Pole ELP wr
Electricity Manhole EMH oP
Power Pole PP Ss
Trafic Sign TS L
Telecom Pillar Tce Water Manhole wis
Roof Leve RL Invert Level Sewer us
Flag Pole FL Elec Stay Pole SE
Under Siob Level usc Tratfie Light 7
Grease Trap GIR ‘Traffic Light Camera ne
Gutter Level GUT Surface Level Tiles SUT
Notes and Disclaimers -
Every endeavour has been made to identify and measure the accurate location
and depth of utlty services however existing records obtained from the relevant
Authorities may be incomplete or inaccurate. There may be no physical evidence
Of the existence ofa service and may be of nonconductive materials and therefore
‘ot traceable. In this instance it was nat practical to physically expose services for
visual identification and measurement. Services information compiled and shown
on this survey are subject tothe imitations outlined above.
‘The positions and dimensions of property boundaries have been compiled from
Identification survey 18274197,
Bennett & Francis Pty. Ltd.
Surveying, Cartography, Computing,
Mapping, Town Planning.
ACN. 053 307 172
100 Ipswich Road,
Woolloongabba Q 4102
Phone (07) 3239 5444
http:/www.bfsurveys.com.au
1:200
oe e a 2
Drawn SRH Date 07/06/2019
FW SRH racked IPNW.
Fm 4801 ‘aed ba
JPMW 07/06/2019
“A 034389.41
"VaGaSeO ACAD ata OSB0AT vg
‘Sheet? of 6
Page 25
Client
Stockwell Development Group Pty Ltd
00 EL/0.8
10 .
10 . 00
Project
EMH
10.03
Noosa Civic, Noosaville
8.94
EMH
10.01
10 . 00
ELP
3
EL/1.5
SP246584
EL/1.3 EL/1.1 Detail and Level Survey of part
9.55
of Part of Lot 3 on SP246584
Original Lot 29 on MCH390
Parish of Tewantin
EL/1.0 S County of March
Local Authority : Noosa Shire
9.
00
Emt D
3 RP177294
Horizontal Datum (MGA94)
SP246584 EL/0.8
00
EL/1.1
10 .
ECB
8.82 ELP ECB
Datum for Levels (AHD Derived)
Cov. I 9 . 00
SP182845 56522
9.12 Located in Production Street
9.08 ELP RL 7.30m
8.96
Contour Interval - 0.25m
EL
GL
12EL/0.8 Sheet Layout
WA
EL
10.64 1EL
TCB
WALTER
Path
HAY
Overland Flow
DRIVE
8.99 1EL
SP246584
4
TEL
EL
ECB
EL/1.1
ECB
ELP
ELP
SP246584
3
[OCR of page images]
Client
40.0
3
SP246584
Cov. |
SP 182845
40.08
ZA
ao ELP ECB
E08 -
ECB eu08
LP E08 ECB — 3
7
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SP246584
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2
z
z
wm
EP
3
SP246584
Emt D
RP177294
3
SP246584
Stockwell Development Group Pty Ltd
Project
Noosa Civic, Noosaville
Detail and Level Survey of part
of Part of Lot 3 on SP246584
Original Lot 29 on MCH390
Parish of Tewantin
County of March
Local Authority : Noosa Shire
Horizontal Datum (MGA94)
Datum for Levels (AHD Derived)
56522
Located in Production Street
RL 7.30m
Contour Interval - 0.25m.
LEGEND
Bore Water Line = —We—
Fence (Internal)
Fence (External)
Telecom Cable r— Telecom Manhole Tied
Underground Power —VE— Fire Hydrant FH
Town Water —w— Gully Trap or
Tree Line WD tater Meter wn
Kerb Water Valve w
Channel C Floor Level fL
Crown of Road oR asM
Edge of Bitumen 8 Gk
Gas Valve ev st
Electricity Light Pole ELP wr
Electricity Manhole EMH oP
Power Pole PP Ss
Trafic Sign TS L
Telecom Pillar Tce Water Manhole wis
Roof Leve RL Invert Level Sewer us
Flag Pole FL Elec Stay Pole SE
Under Siob Level USC Traffic Light TL
Grease Trap GIR ‘Traffic Light Camera ne
Gutter Level GUT Surface Level Tiles SUT
Notes and Disclaimers -
Every endeavour has been made to identify and measure the accurate location
and depth of utlty services however existing records obtained from the relevant
Authorities may be incomplete or inaccurate. There may be no physical evidence
Of the existence ofa service and may be of nonconductive materials and therefore
‘ot traceable. In this instance it was nat practical to physically expose services for
visual identification and measurement. Services information compiled and shown
on this survey are subject tothe imitations outlined above.
‘The positions and dimensions of property boundaries have been compiled from
Identification survey 18274197,
Bennett & Francis Pty. Ltd.
Surveying, Cartography, Computing,
Mapping, Town Planning.
ACN. 053 307 172
100 Ipswich Road,
Woolloongabba Q 4102
Phone (07) 3239 5444
http:/www.bfsurveys.com.au
1:200
6 2 2 6 20
METRES
Drawn SRH aie (07/06/2019
FW SRH racked JPM
FI. 16-01 ‘approved Date
JPMW 07/06/2019
PLAN REF.
034389.41 ew | ee
"Vi0s4 S60 ACADSISOS#S004T avg ‘Sheet’ of 6
Page 26
Client Stockwell Development Group Pty Ltd Project Noosa Civic, Noosaville Detail and Level Survey of part of Part of Lot 3 on SP246584 Original Lot 29 on MCH390 Parish of Tewantin County of March Local Authority : Noosa Shire Horizontal Datum (MGA94) Datum for Levels (AHD Derived) 56522 Located in Production Street RL 7.30m Contour Interval - 0.25m. Bore Water Line & Fence (Jn ECB PS PMT Su sim 708 Telecom Manhole mM Underground Power —VE— Fire Hydrant FH Town Water —w— Gully Trop or Treeline Water Meter wm Kerb Water Valve w Ghann Floor Level fL Invert Level Stormwater ILSW Gos Valve \ | Etectricity tight Pote wr \ | Electricity Monhole oP Power Pole Ss Trafic Sign L Telecom Pillar Water Manhole wis Roof Leve Invert Level Sewer us Flag Pole Elec Stay Pole SE + | Under Siab Level Trathie Light 7 Grease Trap on Tratfic Light Camera ne Gutter Level GUT Surface Level Tiles SUT Notes and Disclaimers - Every endeavour has been made to identify and measure the accurate location and depth of utlty services however existing records obtained from the relevant Authorities may be incomplete or inaccurate. There may be no physical evidence Of the existence ofa service and may be of nonconductive materials and therefore ‘ot traceable. In this instance it was nat practical to physically expose services for visual identification and measurement. Services information compiled and shown on this survey are subject tothe imitations outlined above. ‘The positions and dimensions of property boundaries have been compiled from Identification survey 18274197, Bennett & Francis Pty. Ltd. Surveying, Cartography, Computing, Mapping, Town Planning. ACN. 053 307 172 100 Ipswich Road Woolloongabba Q 4102 Phone (07) 3239 5444 http:/www.bfsurveys.com.au 1:200 ok 4 4 e a 2 Drawn SRH Oete 07/06/2019 FW SRH racked IPNW. Fm 4801 ‘aed ba JPMW 07/06/2019 “A 034389.41 Row \ "Vi0s4 S60 ACADSISOS#S004T avg ‘Sheet of 6
Page 27
00's.
4
SP246584
3
SP246584
Client
Stockwell Development Group Pty Ltd
Project
Noosa Civic, Noosaville
Detail and Level Survey of part
of Part of Lot 3 on SP246564
Original Lot 29 on MCH390
Parish of Tewantin
County of March
Local Authority : Noosa Shire
Horizontal Datum (MGA94)
Datum for Levels (AHD Derived)
56522
Located in Production Street
RL 7.30m
Contour Interval - 0.25m.
&
ECB
PS
PMT
Su
sim
Stormwater Drain 708
Telecom Cable Telecom Manhole Tied
Underground Power —VE— Fire Hydrant FH
Town Water —w— Gully Trop or
Treeline Water Meter wm
Kerb Water Valve w
Ghann Floor Level fL
Invert Level Stormwater ILSW
men Gk
Gos Valve st
Electricity Light Pole wr
Electricity Manhole oP
Power Pole Ss
Trafic Sign L
Telecom Pillar Water Manhole wis
Roof Leve Invert Level Sewer us
Flag Pole Elec Stay Pole SE
Under Siob Level Trattic Light 7
Grease Trap on Tratfic Light Camera ne
Gutter Level GUT Surface Level Tiles SUT
Notes and Disclaimers -
Every endeavour has been made to identify and measure the accurate location
and depth of utlty services however existing records obtained from the relevant
Authorities may be incomplete or inaccurate. There may be no physical evidence
Of the existence ofa service and may be of nonconductive materials and therefore
‘ot traceable. In this instance it was nat practical to physically expose services for
visual identification and measurement. Services information compiled and shown
on this survey are subject tothe imitations outlined above.
‘The positions and dimensions of property boundaries have been compiled from
Identification survey 18274197,
Bennett & Francis Pty. Ltd.
Surveying, Cartography, Computing,
Mapping, Town Planning.
ACN. 053 307 172
100 Ipswich Road,
Woolloongabba Q 4102
Phone (07) 3239 5444
http:/www.bfsurveys.com.au
1:200
ok 4 4 e a 2
Drawn SRH Oete 07/06/2019
FW SRH racked IPNW.
Fm 4801 ‘aed ba
JPMW 07/06/2019
“A 034389.41
Row
"Vi0s4 S60 ACADSISOS#S004T avg ‘Sheets of 6
Page 28
Page 29
Page 30
Page 31
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Page 33
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Page 37
Used in these records
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