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Level 7
22 Cordelia Street
SOUTH BRISBANE QLD 4101
Site Based Stormwater PO Box 3635
SOUTH BRISBANE QLD 4101
T 07 3844 5900
Management Plan F 07 3844 7588
www.acor.com.au
Bunnings Noosaville
ENGINEERS
MANAGERS
Prepared for: Bunnings Group Limited
INFRASTRUCTURE
Project no: BR210522 PLANNERS
Issue no: Revision 06 DEVELOPMENT
CONSULTANTS
ACOR Consultants (QLD) Pty Ltd (ACN 126 011 087) (ABN 18 126 011 087)
by ACOR Consultants Pty Ltd
www.acor.com.au
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Full text of sections 2 to 29 (of 50)
Section 2
Disclaimer
This Report has been prepared in accordance with the scope of services described in the agreement between ACOR
Consultants (QLD) Pty Ltd and the Client. The Report relies upon data, surveys, measurements and results based on
instructions from, and in consultation with, the Client. Except as otherwise stated, ACOR Consultants (QLD) Pty Ltd has not
attempted to verify the accuracy or completeness of any information provided by the Client. If the information is subsequently
determined to be false, inaccurate or incomplete then it is possible that changes may be required to the Report. Changes in
circumstances or facts, the passage of time, manifestation of latent conditions or impacts of future events may also impact on
the accuracy, completeness or currency of the information or material set out in this Report. This Report has been prepared
solely for use by the Client, ACOR Consultants (QLD) Pty Ltd accepts no responsibility for its use by any third parties without
the specific authorisation of ACOR Consultants (QLD) Pty Ltd]. ACOR Consultants (QLD) Pty Ltd reserves the right to alter,
amend, discontinue, vary or otherwise change any information, material or service at any time without subsequent notification.
All access to, or use of, the information or material is at the user's risk and ACOR Consultants (QLD) Pty Ltd accepts no
responsibility for the results of any actions taken on the basis of information or material provided, nor for its accuracy,
completeness or currency. For the reasons outlined above, however, no other warranty or guarantee, whether expressed or
implied, is made as to the data, observations and findings expressed in this Report, to the extent permitted by law.
REVISIONS
Revision Date Purpose Prepared By Approved By
01 23/02/2022 For DA Approval Bowden Grayson Roshan Khadka
02 24/02/2022 For DA Approval Bowden Grayson Roshan Khadka
03 28/03/2022 For DA Approval Bowden Grayson Roshan Khadka
04 31/01/2023 For Council RFI Peter Kirby Shane Suffolk
05 11/05/2023 For Council RFI Peter Kirby Shane Suffolk
05 09/08/2023 For Council RFI Peter Kirby Shane Suffolk
RPEQ: 9330
R˛˝
Review Panel
Division/Office Revision Name
Civil / Brisbane, QLD 06 Shane Suffolk
COPYRIGHT
This document, including the concepts and information contained within it, are the property of ACOR Consultants
Pty Ltd or any of its related or associated entities. Use or copying of this document in whole or in part without the
written permission of ACOR Consultants Pty Ltd constitutes an infringement of copyright. No part of this document
may be copied, reproduced, adapted, transmitted or stored in a retrieval system in any form or by any means
without written permission or unless otherwise permitted under the Copyright Act 1968. Removal or modification of
any copyright or other proprietary protection from this document will be a breach of copyright.
© ACOR Consultants Pty Limited
All intellectual property and copyright reserved.
BR210522_SBSMP_Rev6.docx Page 2 of 25
Section 3
Table of Contents
1 Introduction ......................................................................................................5
1.1 Background ........................................................................................5
2 Scope ..............................................................................................................5
3 Criteria .............................................................................................................5
4 Site Characteristics ..........................................................................................6
4.1 Location and Description ....................................................................6
4.2 Watercourses and Topography ..........................................................7
4.3 Existing Land Use and Proposed Development .................................7
4.4 Existing Stormwater Infrastructure and Lawful Points of Discharge ....7
4.5 Lawful Points of Discharge .................................................................7
5 Stormwater Management (Quantity) ................................................................8
5.1 Hydrological Modelling .......................................................................8
5.2 Catchment Summary .........................................................................8
5.3 Rational Method Peak Flow Comparison ...........................................9
5.4 Pre- and Post-Development Design Flow Rates (unmitigated) ...........9
5.5 Proposed Design..............................................................................10
6 Stormwater Management (Quality) ................................................................12
6.1 Water Quality Objectives ..................................................................12
6.2 Operational Phase Management ......................................................13
6.3 Construction Phase Management ....................................................17
7 Engineering Codes (Noosa Shire Council) .....................................................19
7.1 Water Quality and Drainage Code ....................................................19
8 Conclusion .....................................................................................................20
BR210522_SBSMP_Rev6.docx Page 3 of 25
Section 4
Appendices
Appendix A - Partial Detailed Survey and Council Online Mapping..............................21
Appendix B - Proposed Development Plans ................................................................22
Appendix C - Preliminary Stormwater Layout Sketch...................................................23
Appendix D - Catchment Plan .....................................................................................24
Appendix E - Water Quality and Drainage Code ..........................................................25
List of Figures
Figure 1 - Site Location .................................................................................................6
Figure 2 – MUSIC Model Layout (Bio-Retention) .........................................................15
List of Tables
Table 1 - ILSAX Hydrological Model Parameters ...........................................................8
Table 2 –Pre-Development Parameters.........................................................................8
Table 3 - Comparison of Pre- and Post-Development Peak Flow Rates ........................9
Table 4 - Comparison of Pre- and Post-Development Design Flow Rates .....................9
Table 5 – Detention Basin Details................................................................................10
Table 6- Comparison of Pre- and Post-Development (Mitigated) Peak Flow Rates .....11
Table 7 - Comparison of Pre- and Post-Development (Mitigated) Peak Flow Rates
(Climate Change)...........................................................................................11
Table 8 - Monthly Evapotranspiration ..........................................................................13
Table 9 - Music Source Parameters ............................................................................14
Table 10 – Commercial Source Node MUSIC Input Parameters .................................14
Table 11 - MUSIC Model Catchments .........................................................................15
Table 12 - Rainwater Tanks.........................................................................................15
Table 13 - Bio-Retention Details ..................................................................................16
Table 14 - Treatment Train Effectiveness Result .........................................................16
BR210522_SBSMP_Rev6.docx Page 4 of 25
Section 5
1 Introduction
1.1 Background
ACOR Consultants (QLD) Pty. Ltd. were engaged by Bunnings Group Limited (Client) to prepare a Site Based
Stormwater Management Plan (SBSMP) for the proposed Bunnings development in Noosaville.
2 Scope
The following items will be addressed in this report:
Lawful point of discharge for the development
Proposed concept stormwater quantity management plan for the development.
Proposed concept stormwater quality management plan for the development.
Comments on performance outcomes for the proposed development with respect to Council’s following
codes:
- Water Quality and Drainage Code (Noosa Shire Council)
3 Criteria
This report has been compiled based on:
Proposed development plans for the development prepared by Group 4 Architects (Architects).
Discussions with the Client and the consultant team.
Information obtained from Council’s online mapping system
Information obtained from Dial Before You Dig (DYBD) search results.
BR210522_SBSMP_Rev6.docx Page 5 of 25
Section 6
4 Site Characteristics
4.1 Location and Description
The proposed development is located on the corner of Eumundi Noosa Rd & Gateway Dr, Noosaville QLD 4566
over the lot described as lot 101 on SP279285 (Subject Site).
The entire lot has a total area of 2.66 hectares. However, the area being developed (Development Area) is 0.41
hectares only.
The Development Area is fronted by Gateway Drive along its western boundary. Adjoining development to the
south of the Development Area is the existing Bunnings site.
Refer to Appendix A for the Partial Detailed Survey.
N
Site
Area
Figure 1 - Site Location
Source: ©NearMaps 2021
BR210522_SBSMP_Rev6.docx Page 6 of 25
Section 7
4.2 Watercourses and Topography There is a pond and a connecting watercourse, a tributary of Doonella Lake, that runs through Bushland Park located on the southern side of Gateway Drive. Noosa River is located approximately 1.5km north of the Development Area. The Development Area drains from approximately 16.4m AHD at the eastern edge and grading away to 9.6m AHD at the south-western corner. The entirety of the Subject Site drains towards Gateway Drive. Refer to Appendix A for the partial detailed survey for the Development area and contour data from Council’s online mapping. Additional information has been provided for existing Assets within the road reserve. 4.3 Existing Land Use and Proposed Development The lot is an existing Bunnings Warehouse which is proposed to undergo re-development to accommodate more facilities. The Development Area is comprised entirely of bushland and trees, currently undeveloped and yet to be cleared. The proposed development is for a stand alone Bulk Trade Yard with accompanying hardstand and parking. Refer to Appendix B for the proposed development plans. 4.4 Existing Stormwater Infrastructure and Lawful Points of Discharge There is existing underground stormwater infrastructure within Gateway Drive. The existing Bunnings site has an internal stormwater network consisting of bioretention and detention basin which discharges to the existing stormwater infrastructure within Gateway Drive. There is also an existing stormwater pit within the Development Area which connects to the internal stormwater network within the existing Bunnings site. The Development Area has general fall towards Gateway Drive. 4.5 Lawful Points of Discharge The existing stormwater infrastructure within the Development Area and Gateway Drive Road reserve is considered as the lawful point of discharge for the proposed development. BR210522_SBSMP_Rev6.docx Page 7 of 25
Section 8
5 Stormwater Management (Quantity)
5.1 Hydrological Modelling
Hydrological analysis has been undertaken using DRAINS to calculate the design flow rates from the site. The
hydrological model used in DRAINS is the ILSAX model using ARR2019 methods.
Rainfall data and Temporal Patterns for the site has been obtained from the Bureau of Meteorology (BOM) and
the ARR Data hub systems.
Hydrological analysis has been undertaken using DRAINS software by Watercom to calculate the design flow
rates from the site. The hydrological model used in DRAINS is the ILSAX model using ARR2019 methods.
Table 1 - ILSAX Hydrological Model Parameters
Parameter Value
Paved (impervious) area depression storage 1 mm
Supplementary area depression storage 1 mm
Grassed (pervious) area depression storage 5 mm
Soil Type 3/C
5.2 Catchment Summary
Pre- and post-development catchment parameters to be used in DRAINS have been calculated based on
existing partial detailed survey data, aerial image of the site, contour data from Council’s online mapping,
information provided to us about the proposed development and methods outlined in QUDM.
Times of concentrations have been calculated based on existing partial detailed survey, contour data from
Council’s online mapping and methods outlined in QUDM.
Aerial image has been used to calculate the pre-development and external catchment fraction impervious.
Proposed site layout plans have been used to calculate the post-development fraction impervious. For the
Development Area.
Pre- and two post-development catchments are divided into two catchments; Development Area and External
Catchment. Runoff from External Catchment eventually discharge into the existing stormwater infrastructure
within Gateway Drive via Development Area.
Refer to Appendix D for the Catchment Plan.
The tables below, provide a summary of the pre- and post-development catchment characteristics used in the
DRAINS model.
Table 2 –Pre-Development Parameters
Catchment Area F.I. Tc(min)
Development Area
0.415 ha 5% 12
(Pre-Development)
Development Area
0.415 ha 95% 5
(Post-Development)
External Catchment 0.735 ha 100% 7
BR210522_SBSMP_Rev6.docx Page 8 of 25
Section 9
5.3 Rational Method Peak Flow Comparison
A summary of the existing and developed peak flow rates calculated using the Rational Method is provided in
Table 3 below.
Table 3 - Comparison of Pre- and Post-Development Peak Flow Rates
Design Discharge (m3/s)
Q1 Q2 Q5 Q10 Q20 Q50 Q100
(63% AEP) (50% AEP) (20% AEP) (10% AEP) (5% AEP) (2% AEP) (1% AEP)
Development Area
Existing 0.059 0.079 0.110 0.128 0.153 0.193 0.222
Developed 0.106 0.143 0.196 0.229 0.272 0.336 0.370
0.048 0.064 0.087 0.101 0.120 0.143 0.147
Increase
55% 55% 56% 56% 56% 58% 60%
5.4 Pre- and Post-Development Design Flow Rates (unmitigated)
The table below, provides a summary of the pre-development design flow rates off the Development Area only
calculated using DRAINS:
Table 4 - Comparison of Pre- and Post-Development Design Flow Rates
Design Discharge (m3/s)
Q1 Q2 Q5 Q10 Q20 Q50 Q100
(63% AEP) (50% AEP) (20% AEP) (10% AEP) (5% AEP) (2% AEP) (1% AEP)
External Catchment Only
External Catchment 0.168 0.227 0.313 0.365 0.434 0.531 0.585
Development Area Only
Existing 0.059 0.086 0.112 0.140 0.167 0.198 0.220
Developed 0.124 0.161 0.207 0.242 0.279 0.327 0.363
0.065 0.075 0.095 0.102 0.112 0.129 0.143
Increase
48% 53% 54% 58% 60% 61% 61%
Results show that, compared to pre-development design flow rates, without mitigation, there is an increase in
post-development flow rates off the Development Area.
BR210522_SBSMP_Rev6.docx Page 9 of 25
Section 10
5.5 Proposed Design
5.5.1 External Catchment
Runoff from the External Catchment area currently flows through the Development Area.
It is proposed to capture the flows (including up to 1%AEP design flows) from the External Catchment area and
pipe it through the Development Area and discharge to the existing infrastructure.
Refer to Appendix C for the concept stormwater layout.
5.5.2 Development Area
A new internal stormwater pit and pipe drainage system with a detention basin is proposed for the Development
Area. The proposed system will discharge to a new stormwater line within Gateway drive that connects to the
existing stormwater infrastructure that crosses Gateway Drive.
The piped flows from the External Catchment area will bypass the detention basin.
Refer to Appendix C for the concept stormwater layout sketch for the development.
5.5.3 Detention System
The following table summarises the proposed detention system characteristics:
Table 5 – Detention Basin Details
Detention Basin Parameters
Minimum surface area of the base of the basin (m2) 97
Bottom of detention storage (m AHD) 9.100
Low Level Orifice Control 1 x 240mm dia @ IL 9.100
mAHD
Mid Level Orifice Control 1 x 350mm dia @ IL 9.700
mAHD
High Level Weir Control 3.6m wide @ IL 10.160 mAHD
Top of Detention Wall Level (Including 300mm freeboard) 10.400
1% AEP Storage Level (m AHD) 10.04
Minimum detention volume at 1% AEP storage level (m3) 91.2
1% AEP Storage Level (m AHD) – Climate Change 10.18
Minimum detention volume at 1% AEP storage level (m3) – Climate Change 105
Further refinement of the detention system location, layout, sizing and outlet configuration will need to be
undertaken as part of detailed design and after revised detailed survey has been received.
BR210522_SBSMP_Rev6.docx Page 10 of 25
Section 11
5.5.4 Pre- and post-development (with mitigation) peak flow rates comparison
The table below summarises the pre- and post-developed (mitigated) design flow rates off the Development
Area.
Table 6- Comparison of Pre- and Post-Development (Mitigated) Peak Flow Rates
Q1 Q2 Q5 Q10
Q20 Q50 Q100
Area (63% (50% (20% (10%
(5% AEP) (2% AEP) (1% AEP)
(ha) AEP) AEP) AEP) AEP)
(m3/s) (m3/s) (m3/s)
(m3/s) (m3/s) (m3/s) (m3/s)
Development Area
0.415 0.059 0.086 0.112 0.140 0.167 0.198 0.220
(Pre-Development)
Development Area
0.415 0.058 0.073 0.111 0.129 0.154 0.183 0.207
(Post-Development)
Increase 0.001 -0.013 -0.001 -0.011 -0.013 -0.015 -0.013
(-2%) (-13%) (-1%) (-8%) (-8%) (-8%) (6%)
Results show that after mitigation, compared to existing condition, there is no increase in post-development design
flow rates for the development area.
Table 7 - Comparison of Pre- and Post-Development (Mitigated) Peak Flow Rates (Climate Change)
Q1 Q2 Q5 Q10
Q20 Q50 Q100
Area (63% (50% (20% (10%
(5% AEP) (2% AEP) (1% AEP)
(ha) AEP) AEP) AEP) AEP)
(m3/s) (m3/s) (m3/s)
(m3/s) (m3/s) (m3/s) (m3/s)
Development Area
(Pre-Development 0.415 0.080 0.110 0.150 0.179 0.207 0.244 0.270
20% Climate change)
Development Area
(Post-Development 0.415 0.072 0.106 0.148 0.169 0.202 0.233 0.270
20% Climate Change)
Increase 0.008 -0.04 -0.002 -0.010 -0.005 -0.011 -0.000
(-10%) (-4%) (-1%) (-6%) (-2%) (-5%) (0%)
Results show that after mitigation, compared to existing condition, there is no increase in post-development design
flow rates for the development area with the climate change increase included.
BR210522_SBSMP_Rev6.docx Page 11 of 25
Section 12
6 Stormwater Management (Quality)
6.1 Water Quality Objectives
6.1.1 Construction Phase
Control measures to be put in place to protect downstream properties from nuisance flows.
Maximum of 50mg/L of total suspended solids present in run-off discharged from the site during the
construction stage, and a pH between 6.5 and 8.5
6.1.2 Operational Phase
The proposed development is required to meet or exceed the stormwater management design objectives under
the State Planning Policy (SPP) and Council’s planning scheme and guidelines. The following minimum load
reduction targets, in mean annual load from unmitigated development, are required to be achieved by the
development:
Total Suspended Solids (TSS) 80% reduction of average annual load
Total Phosphorus (TP) 60% reduction of average annual load
Total Nitrogen (TN) 45% reduction of average annual load
Gross pollutants (greater than 5mm) 90% reduction of average annual load
In addition to the above, the following permanent stormwater quality best management practices have been
identified for the operational phase of the development to assist in the protection of water quality.
Rubbish Bins provided on site;
Street sweeping of pavement areas;
Maintenance of all stormwater quality improvement devices.
BR210522_SBSMP_Rev6.docx Page 12 of 25
Section 13
6.2 Operational Phase Management
6.2.1 MUSIC Modelling
6.2.1.1 Modelling Guidelines
The site is located within the Noosa Council area. Water quality parameters and the proposed limits applicable
to this site were selected in accordance with Water by Design MUSIC Modelling Guidelines for South East
Queensland Consultation Draft Version 3.0 (2018).
6.2.1.2 Rainfall Data
MUSIC Modelling Guidelines provide advice on meteorological data for different climatic regions of South East
Queensland. Six minutes step rainfall data from Caloundra WTP (station 40496) from 1997 to 2006 were
adopted for the site.
Monthly evapotranspiration values were also obtained from the MUSIC Modelling Guidelines for the same
Council/station. The below values were used in the MUSIC model.
Table 8 - Monthly Evapotranspiration
Month Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Evapotranspiration
198 155 160 121 86 73 74 91 118 160 180 201
(mm)
BR210522_SBSMP_Rev6.docx Page 13 of 25
Section 14
6.2.1.3 Model Selection, Assumption & Removal Effectiveness
In accordance with the Water by Design MUSIC Modelling Guidelines, split catchment methods were used for
the source Nodes utilizing modified % impervious area. Also, rainfall threshold, soil properties & pollutant
concentration input values were sourced from the guideline.
The MUSIC modelling inputs for the rainfall source nodes are shown below.
Table 9 - Music Source Parameters
Source Node Parameters – Sub Catchments Commercial
Rainfall Threshold (mm/day) 1
Soil Storage Capacity (mm) 18
Initial Storage (% of Capacity) 10
Field Capacity 80
Infiltration Capacity Coefficient - a 243
Rainfall -
Runoff
Infiltration Capacity Exponent - b 0.60
Initial Depth (mm) 50
Daily Recharge Rate (%) 0
Daily Base flow Rate (%) 31
Daily Deep Seepage Rate (%) 0
Base flow and Storm flow parameters for TSS, TP and TN for roofs, roads and ground levels were sourced from
Water by Design MUSIC Modelling Guidelines. Refer below for a summary of the parameters where used for
the model.
Table 10 – Commercial Source Node MUSIC Input Parameters
TSS log10 values TP log10 values TN log10 values
Surface
Flow Type
Type
Mean St. dev. Mean St. dev. Mean St. dev.
Roof N/A N/A N/A N/A N/A N/A
Baseflow
parameters
Roads 0.780 0.390 -0.600 0.500 0.320 0.300
Ground 0.780 0.390 -0.600 0.500 0.320 0.300
Roof 1.300 0.380 -0.890 0.340 0.370 0.340
Stormflow
parameters
Roads 2.430 0.380 -0.300 0.340 0.370 0.340
Ground 2.160 0.380 -0.390 0.340 0.370 0.340
BR210522_SBSMP_Rev6.docx Page 14 of 25
Section 15
6.2.1.4 Catchment Split
Total land use to the bio-retention basin and the catchment breakdown is shown in the table below.
Table 11 - MUSIC Model Catchments
Roof (ha) Road (ha) Landscape (ha)
Catchment
100%FI 100%FI 0% FI
Site 0.1763 0.1647 0.0190
Bypass - 0.0140 0.0410
The proposed setback has resulted in an area of bypass however as shown below the basin is sized to
compensate for these flows.
6.2.1.5 Proposed Treatment Train
A treatment train consisting a rainwater tank and a conventional bioretention system, is proposed for the
development. The proposed bioretention system is proposed to be located within the proposed detention basin.
The figure below summarises the proposed treatment train for the development.
Figure 2 – MUSIC Model Layout (Bio-Retention)
6.2.1.6 Proposed Treatment Devices
Rainwater Harvesting Tanks
The following table summarises the individual parameters used in the MUSIC model for the proposed rainwater
tanks.
Table 12 - Rainwater Tanks
Properties Rainwater Tank
Volume (kL) 5
Surface Area (m²) 3.2
Initial Volume (kL) 1
Daily Demand (kL/day) 2
BR210522_SBSMP_Rev6.docx Page 15 of 25
Section 16
Bio-Retention System
The following table summarises the individual parameters used in the MUSIC model for the proposed
conventional bio-retention system.
Table 13 - Bio-Retention Details
Properties Basin 1
Extended Detention Depth (m) 0.30
Minimum Surface Area (m²) 68
Minimum Filter Area (m²) 68
Saturated Hydraulic 200
Conductivity (mm/hr)
Minimum Filter Depth (m) 0.4
Maximum TN Content (mg/kg) 400
Maximum Orthophosphate 30
Content (mg/kg)
The proposed surface area has been calculated on equal surface area method to ensure most accurate filter
area. The final surface area will be larger than the area outlined above however was reduced during the
modelling to ensure the stormwater quality requirements are met.
6.2.1.7 Treatment Train Effectiveness
The table summarises the effectiveness of the proposed treatment trains modelled in MUSIC.
Table 14 - Treatment Train Effectiveness Result
Achieved
Inflows Outflows Targeted
Source Pollutants Treatment Train
(kg/yr) (kg/yr) Reduction
Reduction
Total Suspended Solids (kg/yr) 1350 269 80.1% 80%
Total Phosphorus (kg/yr) 2.6 0.679 73.8% 60%
Total Nitrogen (kg/yr) 13.7 6.11 55.4% 45%
Gross Pollutants (kg/yr) 120 4.75 96% 90%
Results show that the proposed treatment train achieves the required water quality objectives.
BR210522_SBSMP_Rev6.docx Page 16 of 25
Section 17
6.3 Construction Phase Management
6.3.1 Reference and Guidelines
Erosion and sediment control management for the development should be in accordance with the International
Erosion Control Association (IECA) Best Management Practices (2008), the Institute of Engineers (QLD)
‘Sediment and Erosion Control Guidelines’ and Council requirements.
All erosion and sediment control devices used during and after construction is to be in line with current best
management practices and all practical measures applicable to the site. Erosion and Sediment Control Measures
should include, but not be limited to, details within the Erosion and Sediment Control Plan Drawings to be provided
at detailed design stage.
As per the Environmental Protection Act (EPA) 1994 all personnel must comply with the general environmental
controls under Sections 319 and 320, provided as follows:
Section 319 of the EPA states that all persons involved in the project, from design to construction, are to
act in accordance with the ‘general environmental duty’. This requires all reasonable and practicable
measures to be adopted to prevent or minimise environmental harm. Consequently, any erosion and
sediment control devices proposed or implemented on site must represent current best management
practices and all practical measures applicable to the site.
In addition, Section 320 of the EPA, all personnel have a legally binding duty to notify their employer, their
Local Regulatory Authority and the Environmental Protection Agency (QLD) should they become aware of
a potential or actual incident of environmental harm. The principal contractor should therefore be aware of
their responsibility to ensure all persons on site are aware of their environmental duties.
6.3.2 Responsibility
In addition to the above, it is the responsibility of the contractor to put in place all the erosion and sediment control
measures on site until all disturbed areas are reinstated including maintenance of such measures.
The contractor is, at all times, responsible for the erosion and sediment control measures to ensure minimal
environmental harm and compliance with Council’s standards.
6.3.3 Proposed Erosion & Sediment Control Measures
During the construction phase of the development, an Erosion and Sediment Control Program will be implemented
to minimise water quality impacts.
This Program will be developed by the Contractor that is engaged to design and construct plan and, will hence,
not be available until closer to the start of construction.
Details of the required construction phase sediment and erosions control measures will be provided on the
engineering drawings (detailed design phase) and shall be in accordance with the SPP 2017. However, the
contractor shall be responsible for the preparation and implementation of an Erosion and Sediment Control
Program and meeting the required minimum construction phase water quality objectives.
The information below is provided to identify possible controls and procedures, that could be adopted to mitigate
erosion and sediment impacts, including who is responsible for them, and is recommended to be incorporated
into the Erosion and Sediment Control Program.
6.3.3.1 Pre-Construction
Establish a single stabilised entry/exit point (rumble pad) for each stage of construction. This point should
also include a vehicle shakedown device to mitigate the transportation of dust and dirt.
BR210522_SBSMP_Rev6.docx Page 17 of 25
Section 18
Sediment fences are to be placed along the low side of the site to slow flows, reduce scour and capture
some sediment runoff. Soil testing needs to be undertaken (if required) to confirm the type of sediment
fence most suitable for the site.
Areas for plant and construction material storage are to be designated along with associated diversion
drains and spillage holding ponds.
Prepare a detailed erosion and sediment control plan suitable for the site and the proposed development
layout prior to starting works.
Site personnel are to be educated to the sediment and erosion control measures implemented on site.
6.3.3.2 During Construction
Progressive stabilization of exposed areas.
Construction activities are to be confined to the necessary construction areas.
The provision of a construction entry/exit point and shakedown area to prevent the tracking of debris from
tyres of vehicles onto public roads. Only one construction exit should be nominated to limit the movement
of construction equipment.
Transport loads that are subject to loss through wind or spillage shall be covered or sealed to prevent entry
of pollutants to the stormwater system.
Regular inspection and maintenance of sediment fences, sediment basins and other erosion control
measures. Following rainfall events greater than 50mm, inspection of erosion control measures and
removal of collected material should be undertaken. Replacement of any damaged equipment should be
performed immediately.
6.3.3.3 Post Construction
The Contractor/Developer will be responsible for the maintenance of erosion and sediment control devices
from the possession of the site until stabilisation has occurred to the satisfaction of the superintendent and
Principal.
The Sediment and Erosion Control Management Plans should be provided to all people involved with the Project,
including sub-contractors, private certifiers, body corporates and regulators.
These guidelines have been formed in accordance with the Healthy Waterways Fact Sheet ‘Erosion and
Sediment Control Management Plans’ and the ‘Best Practice Erosion and Sediment Control’.
BR210522_SBSMP_Rev6.docx Page 18 of 25
Section 19
7 Engineering Codes (Noosa Shire Council) 7.1 Water Quality and Drainage Code Comments on the performance outcomes for the proposed development with respect to Council’s Water Quality and Drainage Code are included in Appendix E. BR210522_SBSMP_Rev6.docx Page 19 of 25
Section 20
8 Conclusion A concept stormwater management plan has been prepared to manage stormwater quantity and quality for the proposed development. An on-site stormwater detention basin is proposed for the development that allows for both current and future climate change conditions. A stormwater quality treatment train consisting of one conventional bioretention system and a rainwater tank is proposed for the development. It is proposed that the bioretention system will be installed within the detention basin. Runoff from the external catchment will be piped (up to and including 1% AEP design flows) through the Development Area and will bypass both the proposed detention basin and treatment train. BR210522_SBSMP_Rev6.docx Page 20 of 25
Section 21
Appendix A - Partial Detailed Survey and Council Online Mapping BR210522_SBSMP_Rev6.docx Page 21 of 25
Section 22
Land Parcels
Lot 101
Plan SP279285
Property ID 500724
Property Name
Lot Area 26635.47
Address 178 Eumundi Noosa
Rd, NOOSAVILLE
QLD 4566
DA History DA History
SARA Link SARA Link
Google Streetview: (click on image to
visit)
Waste collection Tuesday
day
Recycling Week Week 2
Next recycle pickup Tuesday, 01 Mar
2022
Address 178 Eumundi Noosa
Rd, NOOSAVILLE
QLD 4566
Locality Noosaville
Area (sq. m) 26635.47
LotPlan Number 101SP279285
Noosa Shire Council does not warrant the accuracy of information in this publication and any person using or relying 24/02/2022
upon such information does so on the basis that Noosa Shire Council shall bear no responsibility or liability
whatsoever for any errors, faults, defects or omissions in the information.
1:1000
Section 23
Tree Table
74
73
75
76
77
70 2
71
78
79
81
85
7
45 86
69
68
82
51
44
46
83
43
80
42 52
49
84
53
88
67
47
89
90
50
41
64
66
87
63
40 39
65
54
91
38
62
61 60
48
24
36
37
14
92
59
55
29
17
28
18
56 5
19
33
34
27
32
35
7
26
58
23
16
93
30
15
25
22
20
31
21
1312
11
10
1
9 8
2
7
56
3
4
Pothold Location
(Quality Level A) Australian Standard
AS5488 - 2013 'Classification of Scale 1:500
Subsurface Utility Information'.
to be read in conjunction with RPS Pothole PROJECT : CLIENT :
RPS Australia East Pty Ltd
Report dated 21.08.2018) Bunnings Noosaville Bunnings ACN 140 292 762
ABN 44 140 292 762
Electromagnetic Detection Location 12d File Ref : AU006146-060 Date Drafted : 13.10.2022
(Quality Level B) Australian Standard AS5488
Level Datum : AHD Der Drafted By : RCG
Detail and Contour Survey 1 Innovation Parkway, Birtinya, Qld, 4575
PO BOX 6149, Meridan Plains, Qld, 4551
- 2013 'Classification of Subsurface Utility
Information'. Depth is approximate only and Origin : PSM 99134 AJC/DJC
Surveyed :
Over Lot 101 on SP279285, T 07 5436 7888
F 07 5493 6630
should not be relied upon for detailed design.
RL 20.253 Checked By : DJC Lot 1 on RP135064 and W rpsgroup.com
GPR Location and Approximate Depth Lake Ent. Blvd DWG Name : AU006146-01.dwg Part of Lot 26 on SP151406 C COPYRIGHT PROTECTS THIS PLAN Plan Reference Sheet
Unauthorised reproduction or amendment
Scale : 1:500@A1 A1 Local Authority : Noosa Regional Council not permitted. Please contact the author.
AU006146-01 1 of 2
Section 24
Tree Table
Tree Number _ Easting Northing Diameter Spread Height
504147.5 7078862.9 0.2 6 6 ¢ i
504146.1 7078851.6 0.4 N \ ‘ l } 6
504143.9 7078840.0 0.2 | WZ i a | SP295958
504120.6 7078819.8 0.6 { :
504126.5 7078845.0 0.6
504126.1 — 7078844.4 0.4
504127.8 7078851.3 0.4
504127.9 7078854.7 0.4
504128.3. — 7078855.8 0.4
504128.4 _ 7078863.0 0.3
504129.5 7078864.5 0.3
504130.6 7078871.3 0.6
504131.1 7078872.2 0.5
504235.1 — 7078891.9 0.8
504222.5 7078881.3 0.8
504226.2 — 7078883.1 0.8
504217.9 7078888.6 0.6
504223.8 7078887.4 0.6
504225.0 7078886.3 0.6
504220.6 7078878.7 0.8
504218.9 7078876.5 0.4
504213.4 7078879.1 0.4
504216.3. 7078883.7 0.4
504213.0 — 7078893.3 0.4
504233.1 7078880.4 0.4
504233.9 7078884.6 0.4
504232.9 7078885.9 0.4
504236.5 7078887.4 0.4
504236.2 - 7078887.6 0.6
504236.5 7078882.0 0.6
504232.2 —- 7078877.8 0.8
504175.8 7078884.9 0.2
504174.7 —_ 7078886.3 0.1
504172.1 _ 7078886.0 0.2
504164.7. — 7078885.4 0.2
504169.1 7078892.8 0.8
504166.1 7078892.6 0.1
504156.2 7078897.6 0.2
504157.6 7078898.7 0.2
504157.8 7078899.3 0.3
504163.3 7078904.0 0.3
504164.5 7078909.0 0.2
504167.2 7078913.0 0.1
504166.2 7078913.0 0.1
504166.9 7078915.7 0.2
504171.7 7078914.1 0.4
504165.4 _ 7078904.9 0.2
504174.3. —- 7078896.5 1.2
504204.1 — 7078910.0 0.3
504197.9 7078904.5 0.2
504174.1 — 7078914.4 0.2
504174.4 —_ 7078909.6 0.2
504176.2 7078906.8 0.2
504180.3. 7078898.7 0.3
504180.2 7078889.5 0.3
504183.0 7078886.6 0.8
504183.3. — 7078885.3 0.2
504190.0 7078883.8 0.2
504192.5 7078889.9 0.2
504191.5 7078895.4 0.3
504192.1 7078896.6 0.2
504187.3. — 7078896.8 0.3
504192.0 7078899.4 0.3
504192.8 7078900.1 0.3
504196.0 7078898.2 0.4
504178.4 7078901.1 0.2
504183.5 7078905.5 0.2
504186.1 7078914.4 1
504182.9 7078916.3 0.1
504182.1 7078919.2 0.1
504180.9 7078918.1 0.1
504181.2 7078917.2 0.1
504183.6 7078924.5 0.2
504185.5 7078924.9 0.2
504187.6 7078922.4 0.4
504191.7 — 7078922.3 0.4
504194.8 — 7078921.3 0.2
504198.3. — 7078917.6 0.2
504200.3 —- 7078917.9 0.8
504196.3. — 7078912.4 0.4
504206.7. —- 7078917.8 0.3
504207.6 7078914.6 0.2 LEANING
504214.3. —-7078912.8 1.2
504217.5 7078909.1 0.2
504219.1 7078917.8 0.2
504224.7. —- 7078915.6 0.1
504234.0 7078900.5 0.2
504235.9 7078905.7 0.2
504223.9 7078904.6 0.4
504218.5 7078904.6 0.6
504224.2 —- 7078898.5 0.3
504216.7 — 7078890.5 0.3
504201.1 7078882.2 0.3
any
om Yi oO
WC ca
Te
LEANING
pr a / Field, Inlet
LEANING | eS j { Ee
waonoururunrwnwoownounuwn nm
N
oO
——_— mill
UNM HMMHAUUNMUKHKNBUnUNX®MMMHHNHHHUOM
»
Oa
Subject Lot Boundary ——— - Centre-Line of Gully Electricity Telstra Stormwater
Ad joining Boundary Change of Grade i Pit 7 Prt Manhole ° tower
Dverhead Power Line Top of Bank Electricity v7 Telstra Gully
Underground Power Cable Bottom of Bank Manhole Manhole Trap © Top
Gas Line Top of Wall my Electricity Field Water
Sewer Line — —-—- = Botton of Wall Pilar wm feistra Inlet P4Vaive
Stormwater Line —++———— Fence Line @ Power Sewer Fire
Telstra Cable 4 Edge of Bitunen Pole @ jelsiro @ Nanhotle = @
Marker ydrant
Optical Fibre Cable — - —— - —IL of Kerb Fence @ Inspection
P
Water Reticulation Line ——_____— Back of Kerb ost » [pening O Hover a 5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70m Plan No. AU00614 Sheet
WALA Edge Of Vegetation Crown of Rood @ Llectricity Gas Traffic 2 of 2
Paving TEEEET SYST Concrete Morker PS Valve i Light © Sign ov Scale 1:500 ‘Amen
Section 25
Ac OR CONSULTANTS Appendix B - Proposed Development Plans BR210522_SBSMP_Rev6.docx Page 22 of 25
Section 26
THIS DRAWING HAS BEEN CO-ORDINATED DEVELOPMENT SUMMARY
WITH CURRENT DOCUMENTATION FROM :
TOTAL SITE AREA = 2.667ha
SURVEY CIVIL FIRE
HYDRAULIC ELECTRICAL BUNNINGS WAREHOUSE AREAS
MAIN WAREHOUSE = 4,687.33m²
MECHANICAL STRUCTURAL MAIN ENTRY = 70.98m²
CONSULTANTS AT: GOODS INWARDS = INCLm²
D.A. STAGE APPR'D ..... DATE ........ OFFICES & AMENITIES = INCLm²
WAREHOUSE AREA = 4,758.31m²
B.A. STAGE APPR'D ..... DATE ........
TENDER STAGE APPR'D ..... DATE ........ OUTDOOR NURSERY = 818.60m²
BAGGED GOODS CANOPY = 880.70m²
CONST'N STAGE APPR'D ..... DATE ........ NURSERY AREA = 1,699.30m²
TIMBER TRADE SALES = 1,134.67m²
TRADE & YARD AREA = 1,134.67m²
TOTAL AREA - EXISTING = 7,592.28m²
NEW BULK TRADE YARD = 1,814.80m²
(INTERNAL PARKING & MANOEUVRING)= (727.27m²)
2400 HIGH SECURITY FENCE 145.420 188°43'05" 2400 HIGH SECURITY FENCE
EU
TOTAL AREA - PROPOSED = 8,679.81m²
MU
CAR PARKING
PROVIDED
L
L
L
L
L
L
L
L
L
L
CO
CO
CO
CO
CO
CO
CO
CO
CO
CO
W W W W H
W W W W W W W W W W W W W W W H
ND
FHR FHR FHR
BUNNINGS TOTAL CAR PARKS - 207 EXISTING
FHR
W
GOODS
W
GOODS INWARDS INCLUDING 4 SPACES FOR ACCESSIBLE PARKING
RRSD
IN
INWARDS
RSD
PY
NO
GI CA
ENTRY ONLY AND 7 TRAILER BAYS
W
GAS
1 TROLLEY BAY PROVIDED
W
OO
CAGE
B
R.S.D FHR
PROPOSED BULK TRADE YARD - 56 PROPOSED
L L
CO CO
W
BUNNINGS TOTAL CAR PARKS - 263 PROPOSED
SA
W
49.6
DESIGN VEHICLE
W
RO
REQUIRED - ARTICULATED VEHICLE
2
W
2
L
CO
L
CO
L
L
CO
CO
PROVIDED - ARTICULATED VEHICLE
AD
252
W
TIMBER TRADE SALES MAIN WAREHOUSE FHR
BAGGED
W
°01
4,687.33 m2
B B
IMPERVIOUS AREA - EXISTING
E.O.D
1,134.67 m2 GOODS
'15"
HARD STAND AREA = 11,493.06m²
W
B B
CANOPY ROOF AREA = 7,349.75m²
W
880.71 m2
L
L
CO
CO
L
L
L
L
L
L
L
W
CO
CO
CO
CO
CO
CO
CO
TOTAL AREA = 18,842.81m²
L
CO
W
69.390 98°46'20"
W
L
CO
L
CO
L
CO
LANDSCAPED AREA (29.34%) = 7,827.19m²
W
W
L
Section 27
CO
IMPERVIOUS AREA - OVERALL
L
L
L
CO
CO
CO
HARD STAND AREA = 13,177.89m²
W
ER
OV
AD
HE
LK
W
BU
ING
ROOF AREA = 9,487.17m²
IST
EX
L
CO
TOTAL AREA = 22,665.06m²
FALL
FALL
FALL
W
W
L
CO
L
CO
LANDSCAPED AREA (15.01%) = 4,004.94m²
L
L
L
CO
CO
CO
B B
E.O.D
W
W
B
FHR
B
OUTDOOR NURSERY IMPERVIOUS AREA - PROPOSED
HARD STAND AREA = 1,168.63m²
FALL
FALL
FALL
EXTENT OF DEVELOPMENT
W
818.55 m2 ROOF AREA = 2,474.00m²
W
B
B
L
L
CO
FHR
CO
W
L
CO
FHR
R.S.D
WW W W W W W W W W W
E.O.D
TOTAL AREA = 3,642.63m²
B
B
L L L L L L L L L
L
CO CO CO CO CO CO CO CO CO
CO
B
R.S.D
B
W RSD L L L
W W W W W W W W W W W W W W W W W W W W W CO CO CO
FHR
B B
W
H H
B
B
B
PICK
-UP
W
MAIN ENTRY
B B
B B
50000
CA
NO
PY
E.O.D
E.O.D
E.O.D
CAGE
LANDSCAPED AREA (10.56%) = 430.37m²
GAS
B B 70.98 m2 B B
BBQ
W
CAGE
SITE AREA = 4073.00m²
FALL
FALL
FALL
GAS
50.000 188°53' CONTOUR LEVEL RL 14.000 RL 17.150 W
395
300
W
W W W W DOUBLE SLIDING GATE 4400
W
W
W
W
W
W
W
W
LOT 101
W W W W
2.793ha
7200
FFL - 17M
TROLLEY BAY
15550
NB168
RL 17.000
W
W
C · RESPONSE TO NOOSA COUNCIL RFI GDC xx.07.22
W
B · DEVELOPMENT SUMMARY UPDATED GDC 21.03.22
8000
ABO
VE A MATERIAL CHANGE OF USE - GDC 25.02.22
DING DEVELOPMENT PERMIT APPLICATION
W
BUIL 8500
DRN
1:20 RAMP
No AMENDMENT DATE
81.445 98°52'30"
CHK
W
TROLLEY BAY
10000
NB168
W
CAD REF: C:\Users\user1\Group 4 Architects Dropbox\G4AData\21002\DA\DA02-C.dwg
W
7200
TROLLEY BAY
NB168
W
W
GROUP 4
W
LINE OF BUILDING
OVER
ARCHI TECTS
1:10 RAMP
W
Architecture, Project Management,
28500
RAMP UP
Construction, Interior Design
7200 7200 5500 5500 7200 5500 Level 6
W
131 Leichhardt Street
SIGHT LINE SPLAY TO Spring Hill Qld 4000
W
TRAFFIC ENGINEERS Telephone (07) 3831 5399
Facsimile (07) 3831 5422
4.56 %
DETAILS
LANDSCAPED FALL
Email [email protected]
W
ACN 072 308 582
ABN 26 072 308 582
W
1:20 RAMP
5000
10000
RAILING FENCE ENCLOSURE
3500 300
W
PROJECT
BIO-DETENTION
EXISTING
BUNNINGS
Section 28
W
NOOSAVILLE
2.28 %
BIO-RETENTION BASIN
6000
BOUNDARIES EXIT W
ONLY ENTRY CUSTOMER
at
3000
ONLY RL 10.850 ENTRY/EXIT
CNR EUMUNDI NOOSA ROAD &
(170.102) 8°53'55" GATEWAY DRIVE
PROPOSED NEW NOOSAVILLE, QLD 4566
NEW FOOTPATH BOUNDARY
for
GATEWAY DRIVE BUNNINGS GROUP LIMITED NORTH POINT
COPYRIGHT © GROUP 4 ARCHITECTS PTY LTD
DRAWING TITLE
LAND DEDICATION TO SITE PLAN OF LAYOUT
TRAFFIC ENGINEERS DETAILS
PROPOSED BULK TRADE YARD
SHOWN HATCHED
GATEWAY DRIVE UNDERCROFT PARKING
DATE SEPTEMBER 2021 PROJECT NO. 21002
DRAWN GDC DRAWING NO.
CHECKED DA02
01 SITE PLAN OF LAYOUT SCALE 1:500 @ A1 ISSUE NO. C
- PROPOSED BULK TRADE YARD 1:500 Document Verification
UNDERCROFT PARKING Conforming
Conforming - Including amendments as noted
Nonconforming - Amendments as noted to be resubmitted
Authority Verification
Verified By: Date:
Form QM114, Revision Date: 30 June 2011
PRELIMINARY
0 25m
ISSUE ALL DIMENSIONS TO BE VERIFIED AND CHECKED ON SITE
USE FIGURED DIMENSIONS IN PREFERENCE TO SCALING
Section 29
Ac Ch CONSULTANTS Appendix C - Preliminary Stormwater Layout Sketch BR210522_SBSMP_Rev6.docx Page 23 of 25
The text continues on section 30.