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Appendix J - Civil Engineering Report and SBSMP · MCU21/0146
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Noosa Residential Development
Ref: 24553 C R002 REV03 10.08.21.docx
August 2021
Noosa Residential
Development
17-19 Hofmann Drive,
Noosaville QLD 4566
Site Based Stormwater
Management Plan
Stockwell Development Groupe
August 2021
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Document Verification
Job Title Noosa Residential Development
Job Number 24553
Document Title Site Based Stormwater Management Plan
Document Control
Date Document Revision No. Author Reviewer
25.06.2021 Site Based Stormwater Management Plan 00 P Pascon Da Paz M Brown
30.06.2021 Site Based Stormwater Management Plan 01 P Pascon Da Paz M Brown
28.07.2021 Site Based Stormwater Management Plan 02 P Pascon Da Paz M Brown
10.08.2021 Earthworks plan added to appendices 03 D Macky M Van Italie
Approval for Issue
Name Signature Date
Dane Macky 10.08.2021
Michael Van Itallie 10.08.2021
© Document copyright of ADG Engineers (Aust) Pty Ltd
This document is and shall remain in the property of ADG. The document may only be used for the purpose
for which it was commissioned and in accordance with the Terms of Engagement for the commission.
Unauthorised use of this document in any form whatsoever is prohibited.
To the extent permitted by law, ADG expressly disclaims and excludes liability for any loss, damage, cost or
expenses suffered by any third party relating to or resulting from the use of, or reliance on, any information
contained in this report. ADG does not admit that any action, liability or claim exist or be available to any third
party.
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Contents
EXECUTIVE SUMMARY 5
1 INTRODUCTION 6
1.1 Background 6
1.2 Background Information 6
1.3 Property Detail 6
2 EXISTING SITE 8
2.1 Existing Site Features 8
3 FLOODING 9
3.1 Flooding Considerations 9
4 PROPOSED DEVELOPMENT 10
5 STORMWATER INFRASTRUCTURE 11
5.1 Existing Infrastructure 11
5.2 Lawful Point of Discharge (LPD) 11
5.2.1 Existing LPD 11
5.3 External Catchment 11
6 STORMWATER QUANTITY ASSESSMENT 12
6.1 Proposed Development and Associated Issues 12
6.2 Stormwater Quantity Modelling – XP-STORM 12
6.3 XP- Modelling Assumptions and Methodology 12
6.3.1 Pre-Development Case Model 13
6.3.2 Post-Development Case Model 13
6.4 Peak Storm Results 14
6.5 Recommendation 14
6.6 Onsite Detention Lifecycle Costs 14
7 STORMWATER QUALITY ASSESSMENT 15
7.1 Treatment Objectives 15
7.2 Site Analysis and Design Strategy 16
7.2.1 Pre-Development Phase 16
7.2.2 Bulk Earthworks Phase 16
7.2.3 Construction Phase 17
7.2.4 Maintenance 17
7.3 Stormwater Quality Improvement Devices (SQIDs) 17
7.4 Operational Phase Treatment 17
7.4.1 Bioretention Basin 18
7.4.2 Swale drains 18
7.5 MUSIC Model 18
7.6 On-site Treatment Lifecycle Costs 19
7.7 Water Quality Monitoring 19
7.8 Maintenance 19
8 CONCLUSION 20
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Figures
Figure 1 - Site Location (as accessed from Noosa Interactive Maps 22.06.2021) 7
Figure 2 - Site Layout (as accessed from Nearmaps 22.06.21) 8
Figure 3 – Development Flooding Data (1% AEP Flood Extent 2017) 9
Figure 4 - Treatment train Layout and Results 19
Tables
Table 1 - Property Detail 6
Table 2 – Proposed Development Areas 10
Table 3 – Detention Outlet Configuration 13
Table 4 – XP-STORM Modelling Peak Storm Mitigation Results (Free Outlet) 14
Table 5 – XP-STORM Modelling Peak Storm Mitigation Results (Full Open Channel at LPD) 14
Table 6 - South East Queensland (SEQ) Targets 15
Appendices
Appendix A Site Survey
Appendix B Architectural Drawings
Appendix C Preliminary Civil Plans
Appendix D NSC Code Responses
Appendix E NSC Erosion Hazard Assessment
Appendix F Noosa Shire Council Maps (Interactive Mapping)
Appendix G XP-Storm Modelling Results
Appendix H Approved Subdivision Plans Prepared by Barlow Shelly
Appendix I eMUSIC Modelling Information
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EXECUTIVE SUMMARY
ADG Engineers (Aust.) Pty Ltd has been engaged by Stockwell Development Group, to prepare a
Site Based Stormwater Management Plan suitable for submission to Noosa Shire Council as
additional information in support of a Development Application for a Material Change of Use at Lot 3
on SP246584, 17-19 Hofmann Drive, Noosaville QLD 4566.
The proposed development as shown in Mode Design architectural plans is for three (3) multi-storey
residential buildings over a shared basement. The building work for the proposed development is to
form part of separate application submitted to Council for building approval.
This report is comprised of stormwater quantity and quality assessments. The quantity assessment
is undertaken to confirm a ‘non-worsening’ of peak flow discharges from the site and the quality
assessment is undertaken to determine the required stormwater treatment measures to be
implemented on site.
The stormwater quantity objective was to demonstrate that there are no impacts from storm events
up to and including the 1% AEP storm event, which will ensure that the existing infrastructure and/or
downstream properties are not adversely affected. It has been determined through the use of
hydraulic modelling that 14.0m3 of On-Site Detention that occurs over the proposed bioretention
basins is adequate to mitigate the impact of the proposed development and ensure post-
development peak flows do not exceed pre-development peak flows.
Currently no quality stormwater management measures are in place for the proposed Noosa
Residential Development. Stormwater treatment measures are to be implemented on site in
accordance with Industry Best Practice, WSUD Engineering Guidelines and the Noosa Plan 2020 to
provide stormwater treatment for this site. The table below provides a summary of the stormwater
management measures required for the proposed development
Catchment Quantity Mitigation Requirement Quality Mitigation Requirement
B1 9.7m3 of storage over bioretention 80m2 Bioretention
B2 4.3m3 of storage over bioretention 45m2 of Bioretention
Grass-lined swales that promote settlement
B3 Nil
of particulates.
All relevant standards and guidelines are addressed in this Stormwater Management Plan including
criteria from the Noosa Shire Council Planning Scheme Policies, Queensland Urban Drainage
Manual 2016, State Planning Policy 2017 Plumbing and Drainage Code AS3500.3 and Australian
Rainfall and Runoff Guideline.
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1 INTRODUCTION
1.1 Background
ADG Engineers (Aust.) Pty Ltd was engaged by Stockwell Development Group, to carry out a Site
Based Stormwater Management Plan (SBSMP) suitable for submission to Noosa Shire Council
(NSC) and any required referral agencies for a proposed Noosa Residential Development at Lot 3
on SP246584, 17-19 Hofmann Drive, Noosaville QLD 4566.
The purpose of this report is to provide advice on the proposed development with regard to
stormwater drainage, stormwater quality and quantity measures, and flooding. The required
infrastructure will be subject to the conditions attached to the Development Approval to be provided
by NSC and any nominated referral agencies.
1.2 Background Information
This report was compiled using information from the following sources:
NSC infrastructure mapping (Refer to Appendix F);
NSC flood mapping (Refer to Appendix F);
Detailed survey plan prepared by RPS Australia East Pty Ltd (Refer to Appendix A);
Architectural drawings by Mode Design Corp. Pty Ltd (Refer to Appendix B); and
Google Maps Aerial Imagery.
1.3 Property Detail
The details of the property for the proposed development can be seen in Table 1 below.
Table 1- Property Detail
Existing Title Lot 3 on SP246584
Street Address 17 - 19 Hofmann Drive, Noosaville QLD 4566
Existing Lot Area 317,290 m2
Developable Site Area 10,113 m2
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The location of the proposed development is demonstrated in Figure 1.
N
Lot 3 on
SP246584
Development Site
Figure 1 - Site Location (as accessed from Noosa Interactive Maps 22.06.2021)
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2 EXISTING SITE
2.1 Existing Site Features
The subject site is currently occupied by Noosa Civic shopping centre.
The development is bound by:
Hofmann Drive to the south;
Noosa Civic Snooping Centre to the north; and
Undeveloped land to the east and west following the RAL application approved by P & E
Court Order No. 765 of 2020.
The subject site is completely pervious and generally slopes from the north to the south at a grade
of approximately 1.5%. Existing earthworks batters are located to the on the north and south
boundaries, creating a low on the site and resulting in stormwater leaving the site via overland flow
across the east boundary. The existing site features can be seen in Figure 2.
N
Noosa Civic
Shopping
Centre
Development
Site
Figure 2 - Site Layout (as accessed from Nearmaps 22.06.21)
The existing contours, surface levels and the location of the existing infrastructure are identified on
the survey plan attached in Appendix A of this report.
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3 FLOODING
3.1 Flooding Considerations
Review of Councils interactive flood hazard overlay mapping has identified the development area is
located outside the flood and inundation area with no waterways identified on the subject site, as
shown in Figure 3 below.
N
Mapped waterway
downstream of the site
Development Site
Figure 3 – Development Flooding Data (1% AEP Flood Extent 2017)
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4 PROPOSED DEVELOPMENT
The proposed development as described in the architectural drawings in Appendix B is a residential
development comprised of three (3) multi-storey residential buildings.
A breakdown of the surface areas exposed to rainfall for the proposed development is presented in
Table 2.
Table 2 – Proposed Development Areas
Catchment ID Land Type % Impervious Area (m2) Percentage of Total Site Area
Roof 100 1,677 16.59%
B1
(Catchment to Landscaping 0 2,654 26.25%
rear Hardstand 100 722 7.14%
Bioretention)
Pool 100 53 0.52%
Roof 100 2,079 20.57%
B2
(Catchment to Landscaping 0 1,158 11.46%
front Hardstand 100 356 3.52%
Bioretention)
Driveway 100 615 6.08%
B3 Landscaping 0 679 6.71%
(Catchment to
bypass
Bioretention) Hardstand 100 116 1.15%
TOTAL 56 10,113 100.00%
Refer to the Stormwater Quality Plan SK02 in Appendix C for further information regarding the areas
calculated for each land type.
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5 STORMWATER INFRASTRUCTURE
5.1 Existing Infrastructure
A DBYD search and detailed survey has identified the following stormwater infrastructure within the
vicinity of the subject site:
Existing Concrete Box Culverts, 4 x (600mm x 1200mm) traversing under 17-19 Hofmann Drive,
Noosaville (Lot 3 on SP126203) to the southeast of the proposed development located within the
stormwater covenant south of proposed LPD;
Existing Council stormwater infrastructure consisting of 375mm stormwater pipes and gully pits
external to 17-19 Hofmann Drive, Noosaville (Lot 3 on SP126203) traversing Hofmann Drive
southeast of the proposed development; and
Existing Council stormwater infrastructure consisting of DN300 stormwater pipes and gully pits
external to 17-19 Hofmann Drive (Lot 3 on SP126203) near the north-eastern roundabout.
Refer to Appendix A for the detailed survey for further information regarding the existing stormwater
infrastructure.
Note: Existing optical fibre cables are shown on the survey within the development area and are to
be considered during detail design and construction stages.
5.2 Lawful Point of Discharge (LPD)
5.2.1 Existing LPD
Based on information gathered via survey and contour data, aerial imagery and previous
Development Approval investigation, it has been determined that the subject site discharges
stormwater flows via overland flow to the stormwater covenant (Covenant J) as identified in the
survey plan (refer to Appendix A) along the eastern boundary of the site, which feeds the culverts
under Hofmann Drive as discussed above.
5.2.2 Proposed LPD
The proposed primary LPD for the development is the same stormwater covenant as the pre-
development case, which is consistent with the RAL application approved by P & E Court Order No.
765 of 2020. As a part of the proposed subdivision works across the site (refer to Appendix H for
associated civil plans) a stormwater connection is to be provided to each of the three (3) proposed
lots that make up the development site. These connection points drain to the drainage covenant
discussed previously. It is anticipated that as a part of the proposed building works these three lots
will be amalgamated, and these existing connection points will be removed and replaced with outlets
to suit the proposed development. These outlets primarily discharge directly to the open channel to
the east of the site, though a portion of Catchment B3 will discharge to the kerb and channel in
Hofmann Drive, which in turn discharges via existing gully pits to the same point as the drainage
covenant on the far side of Hofmann Drive.
Refer to Appendix C for the Preliminary Layout Plans prepared by this office.
5.3 External Catchment
The proposed balance lot to the west of the site presently drains through the development area,
along with a portion of the adjacent shopping centre service driveway. The approved subdivision
plans prepared by Barlow Shelly (refer to Appendix H), indicates that the works associated with the
proposed RAL (P & E Court Order No. 765 of 2020) will divert these flows away from the development
area.
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6 STORMWATER QUANTITY ASSESSMENT
The aim of the stormwater quantity assessment is to ensure that the development shall impose no
adverse effects on downstream properties or receiving water bodies and that the conveyance of
flows will be in a safe manner with minimal risk of human endangerment as well as the following
objectives:
Address the need for stormwater quantity control measures;
Ensure there is no actional impacts from the subject site for events up to and including the 1%
AEP event; and
Ensure proposed quantity control measures detain and convey flows in accordance with QUDM
(2017) minimum freeboard recommendations.
6.1 Proposed Development and Associated Issues
As noted in Section 2.1 the existing site has no impervious areas and as noted in Table 2 the
proposed development is 56% impervious. One of the major implications of an increase in impervious
area is that the total volume and flow rate of stormwater run-off from the catchment will generally
increase.
It is essential that any increases are mitigated such that post-developed peak flows and volumes do
not exceed those for the pre-developed case.
6.2 Stormwater Quantity Modelling – XP-STORM
An XP-STORM Hydraulic and Runoff model was created to analyse the pre- and post-developed
scenarios. The model includes a typical node-link connectivity identifying the catchments and
hydraulic parameters. The proposed model was designed to reduce the increase of developed runoff
to match pre-developed levels.
The ARR Storm Generator was used based on the site coordinates to run all design storm events
for events from the 10-minute storm to the 24-hour storm events.
6.3 XP- Modelling Assumptions and Methodology
The following modelling assumptions were used to create the XP-STORM Models:
Laurenson’s method was used for catchment routing with an ‘n’ value of -0.285 and ‘B’ value
calculated by XP-STORM.
Infiltration was modelled as ‘uniform loss’ with the following parameters:
Impervious Areas
○ Initial loss of 1.0mm;
○ Continuing loss of 0.1mm/hr; and
Pervious Areas
○ Initial loss of 27.0mm;
○ Continuing loss of 2.6mm/hr; and
Note: initial and continuing losses were determined based on the AR&R 2016 storm generator
values, which were calculated based on the site coordinates. Appropriate Manning’s ‘n’ values
were used to suit the respective surfaces.
Five (5) separate catchments were generated for the site, which were:
One (1) Pre-Development Catchment; ‘A1’;
One (1) Combined Post-Development Unmitigated Catchments B1, B2 and B3;
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‘B1,B2&b3_Unmitigated’; and
Three (3) Post-Development Mitigated Catchments B1, B2 & B3; ‘B1’, ‘B2’ and ‘B3’.
A modelled representation of the bioretention basins were provided to capture storage that occurs
over the bioretention extended detention zone;
The bioretention basins were provided with separate outlets simulated using multi-links;
Each node included runoff sub-catchments simulating the contributing areas;
The sub-catchment areas were split into 0% impervious & 100% impervious areas;
The models were run through all storms from 10min to 24-hour durations for all AR&R 2016
generated storms to determine the critical storm events for each duration and AEP; and
The model was run assuming both a free-outlet and a tailwater level at the outlet node to match
the top of the downstream open-channel within the drainage covenant.
6.3.1 Pre-Development Case Model
The pre-development scenario model consisted of nodes representing the pre-developed
contributing catchments as described above. A link with negligible energy loss was added to the
downstream end of the runoff node and connected to an outfall node as to provide a single point of
comparison between the pre- and post-development cases.
6.3.2 Post-Development Case Model
The Hydraulic mode of XP-Storm is used to assess the stormwater runoff calculated in the Runoff
mode by introducing factors such as storage and outlet configurations. The developed model
includes the nodes for the post-developed catchments shown in Table 2.
Piped flows from catchments B1 and B2 are to be directed to flow diversion chambers, where low-
flow outlet pipes will limit flows to the bioretention to an approximation of the 4EY event (Q3month
event) to limit scouring of the bioretention. The balance of flows are to bypass the bioretention basins
and flow directly to the LPD.
A general link with negligible energy loss was added downstream of the post-developed model and
connected to an outfall node to provide a single point of comparison between the pre and post-
development cases.
XP-STORM modelling indicated that 14.0m3 within the OSD tank is adequate to mitigate the
discharged flows for peak events up to and including the 1% AEP event and ensure there is no
increase in discharge for any and all storms for events up to and including the 24-hour, 1% AEP
event to pre-development rates. This was tested assuming a limited flows in the open-channel at the
LPD (free outlet) and assuming that the open-channel is running full (Fixed Backwater to 4.25m
AHD).
The proposed OSD outlet configurations are presented in Table 3.
Table 3 – Detention Outlet Configuration
Catchment / OSD Low flow orifice Weir
10m long weir 0.60m above OSD invert
100mm above bioretention surface to
B1 Nil
simulate combined length of top of 900x900
pit in bio and overflow to swale
3.6m long weir 0.25m above Bio retained
100x500 low flow orifice
water level to simulate length of top of
B2 at Bio retained water level
900x900 pit in bio
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Detailed design and documentation of the OSD will be carried out once the development application
has been approved by Council. Refer to Appendix C for the conceptual stormwater drainage layout
and details.
6.4 Peak Storm Results
A comparison between the peak discharge values between each of the XP-STORM modelled
scenarios is presented in Table 4.
Table 4 – XP-STORM Modelling Peak Storm Mitigation Results (Free Outlet)
Design Pre-Development Post-Development Post-Development Flow change from
Storm Flows Flows, Unmitigated Flows, Mitigated Pre-Development
(AEP) (m3/s) (m3/s) (m3/s) (m3/s)
39% 0.177 0.282 0.170 -3.95%
20% 0.275 0.359 0.256 -6.91%
10% 0.325 0.490 0.326 0.31%
5% 0.402 0.578 0.391 -2.74%
2% 0.707 0.712 0.644 -8.91%
1% 0.807 0.812 0.744 -7.81%
Table 5 – XP-STORM Modelling Peak Storm Mitigation Results (Full Open Channel at LPD)
Design Pre-Development Post-Development Post-Development Flow change from
Storm Flows Flows, Unmitigated Flows, Mitigated Pre-Development
(AEP) (m3/s) (m3/s) (m3/s) (m3/s)
39% 0.177 0.282 0.182 2.82%
20% 0.275 0.359 0.252 -8.36%
10% 0.325 0.490 0.331 1.85%
5% 0.402 0.578 0.390 -2.99%
2% 0.707 0.712 0.688 -2.69%
1% 0.807 0.812 0.790 -2.11%
As seen in Table 4 and Table 5, the proposed OSD successfully mitigates the post-development
flows either to pre-development conditions or with a negligible increase over pre-development flows.
As seen in the graphed flow-time graphs in Appendix G the timing of peak flows for each post-
development storm event is closely matched to the pre-development case.
6.5 Recommendation
As demonstrated in Table 4 and Table 5 above, there has been an increase in peak flow from the
pre to post development unmitigated stage. To mitigate this increase in flow 14.0m3 of OSD is
proposed downstream of Catchment B1, which is shown to mitigate total peak site discharge to pre-
development levels. A conceptual arrangement of the proposed detention system can be seen on
sketch plan SK02 in Appendix C.
This arrangement may be subject to modification at the detailed design phase. Final levels across
the site may facilitate provision of storage over the bioretention basin or necessitate reconfiguration
of the OSD tank dimensions / outlet arrangement.
6.6 Onsite Detention Lifecycle Costs
A lifecycle cost analysis is not a part of the scope of this report. All stormwater infrastructure
associated with the development shall be maintained and serviced by the owners of the development
at no cost to Council.
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7 STORMWATER QUALITY ASSESSMENT
7.1 Treatment Objectives
This assessment identifies issues relating to stormwater quality runoff and assesses possible
methods of treatment if required. The aim of this section of the report is to determine practical
approaches to achieving improvements in the quality of the stormwater run-off from the site that can
be readily implemented.
The SPP 2017 proposes assessment benchmarks criteria which apply to ‘high-risk’ development for
stormwater. The criteria include one or more of the following:
A Material Change of Use (MCU) for an urban purpose which involves a premises greater than
2,500m2 of land and;
will result in an impervious area greater than 25% of the net developable area; or
will result in six (6) or more dwellings;
A Reconfiguration of a Lot (ROL) for urban purposes that involves a land area greater than
2,500m2 and will result in six (6) or more lots; or
Operational works for urban purposes that involve disturbing more than 2,500m2 of land.
The proposal includes an MCU for a land area of 10,113 m2 that will result in impervious area equal
to 56% of the developable area. Hence, the development is classed as ‘high risk’ for water quality
and the SPP 2017 assessment benchmarks requirements will apply for the development.
The SPP 2017 suggests the development aims to:
Avoid or otherwise minimises adverse impacts on the environmental values of receiving waters,
arising from:
Altered stormwater quality and hydrology;
Wastewater (other than contaminated stormwater and sewage);
The creation or expansion of non-tidal artificial waterways;
The release and mobilisation of nutrients and sediments;
Development achieves the applicable stormwater management design objectives outlined in
Tables A and B (SPP Appendix 2); and
Development in a water supply buffer area avoids adverse impacts on drinking water supply
environmental values.
Appendix 2 (Table B) of SPP 2017 and Noosa Shire Council water quality and drainage code
suggests ‘Post Construction Phase – Stormwater Management Design Objectives’ as:
Table 6 - South East Queensland (SEQ) Targets
Total Suspended Solids Total Phosphorus Total Nitrogen Gross Pollutants
(TSS) (TP) (TN) >5mm
80% Removal 60% Removal 45% Removal 90% Removal
The objective is to provide the following:
Nitrogen and Phosphorous removal;
Gross Pollutant and Suspended Solids removal;
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All of the site’s impervious areas discharge to suitable treatment device/s;
Treatment device selection criteria are to be in accordance with Industry Best Practice and,
WSUD Engineering Guidelines; and
Provide engineering diagrams of the stormwater quality treatment of the proposed development.
7.2 Site Analysis and Design Strategy
7.2.1 Pre-Development Phase
An Erosion Hazard Assessment has been carried out for the proposed development – refer to
Appendix E for a copy of the completed NSC form. As a result of this assessment, it was determined
that the overall site is a ‘low’ risk.
Prior to construction commencing, the following erosion and sediment control measures will need to
be installed around the subject site to minimise disturbance and ensure the quality of runoff
discharging from the site is of an acceptable standard:
Sediment barriers to be installed on all entrances to downstream stormwater infrastructure (i.e.
gully pits);
Designation of transport routes through the site to minimise vegetation disturbance;
Maximise retention of existing vegetation to reduce soil disturbance and provide filter strip
treatment for runoff;
Install construction entry and exit shakedown areas;
Sediment fences are to be installed on the downstream boundaries of the subject site; and
Install dust control measures as required.
All erosion and sediment control measures are to be designed and installed in accordance with Best
Practice Erosion and Sediment Control" published by International Erosion Control Association
(IECA). Further details regarding the proposed erosion and sediment control measures will be
provided during the detailed design phase of the development.
Further to the above considerations, it is the developments intent to limit changes to natural ground
to a minimum.
7.2.2 Bulk Earthworks Phase
During the bulk earthworks phase, the following erosion and sediment control measure will need to
be installed in addition to the aforementioned measures (Pre-Development Phase) to ensure there
is minimal disturbance to downstream receiving water bodies:
Construction chutes to control runoff over earthworks batters;
Construction of temporary bunds at the top of all earthworks batters to ensure runoff is directed
away from exposed batters;
Sediment basins to be constructed at low points within each stage of the proposed development;
Sediment fences to be installed on the downstream side of any stockpiles; and
Stabilisation of all batters upon reaching the finished earthworks levels.
All erosion and sediment control measures are to be designed and installed in accordance with Best
Practice Erosion and Sediment Control" published by International Erosion Control Association
(IECA). Further details regarding the proposed erosion and sediment control measures will be
provided during the detailed design phase of the development.
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7.2.3 Construction Phase
During the construction phase of the development, there is a risk of sedimentation transport due to
disturbed land. The following erosion and sediment control measure will need to be installed in
addition to the aforementioned measures (Pre-Development and Bulk Earthworks Phases) to ensure
there is minimal disturbance and the quality of runoff is maintained to an acceptable standard:
Construction of temporary diversion drains to divert water to sediment basins;
Construction of temporary diversion drains to divert water to protect bioretention and treatment
devices as required;
Sediment barriers to be installed on all entrances to newly constructed stormwater infrastructure
(i.e. gully pits);
Sediment fences to be installed on the downstream side of any stockpiles and batters; and
Re-vegetation of all disturbed areas within two (2) weeks of completion.
All erosion and sediment control measures are to be designed and installed in accordance with Best
Practice Erosion and Sediment Control" published by International Erosion Control Association
(IECA). Further details regarding the proposed erosion and sediment control measures will be
provided during the detailed design phase of the development.
7.2.4 Maintenance
All erosion and sediment control devices are to be maintained through the entire phase of the
development leading up to the operational phase. Erosion and sediment control devices will need to
be monitored closely throughout the entire project to ensure they are operating correctly and
efficiently. No erosion and sediment control devices are to be removed unless otherwise authorised
by a suitably qualified engineer or the site superintendent.
7.3 Stormwater Quality Improvement Devices (SQIDs)
A stormwater treatment train has been established to treat the runoff from the proposed development
that includes the developable works area only (impervious carparking and units) and green space
areas. The proposed treatment train will enable a higher level of pollutant removal efficiency by using
stormwater quality improvement devices (SQIDs). Maintenance of the SQIDs will be the
responsibility of the owners of the development. The maintenance should be carried out in
accordance with the Council conditions of approval and Water by Design guidelines, such as Water
by Design guidelines (2009) Maintaining Vegetated Stormwater Assets.
7.4 Operational Phase Treatment
Once directed to be commissioned by the superintendent and engineers, the Stormwater Quality
Improvement Devices (SQIDs) will provide the required level of stormwater quality treatment to runoff
from the site prior to discharging into stormwater covenant and ultimately Council’s stormwater
drainage infrastructure. It is expected that sediment laden runoff and the erosion potential at the
subject site during the operational phase will be minimal. This is due to impervious developed areas
in the form of roofs, driveways and carparking. It is understood that the footprint of these impervious
areas has been reduced as much as practicable. The proposed landscaped areas will be maintained
in a manner that will minimise erosion.
Existing grassed and proposed landscaped areas will be maintained in a manner that will minimise
erosion, some of which would be subject to erosion of topsoil from garden beds, erosion of soil from
steep batters, etc.
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH Page 17
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August 2021
7.4.1 Bioretention Basins
Catchment B1: A minimum 80m2 bioretention basin (area measured at surface area).
Catchment B2: A minimum 45m2 bioretention basin (area measured at surface area).
Bioretention basins remove contaminants and sedimentation from stormwater runoff via infiltration
through layers of soil media. The basin is made of a 400mm filter media layer and a 100mm transition
layer located above in-situ soil. The basin is to be vegetated by plants with root bases to suit the filter
depth, as per the landscape architect’s recommendations. These plants provide additional treatment
and will reduce the clogging of the basin. Runoff within the bioretention area gradually infiltrates the
soil layers, before discharging via sub surface drainage pipe. This pipe will discharge to the natural
surface with scour control as detailed in QUDM.
7.4.2 Swale drains
Grassed swales halt the movement of sediment lad runoff by slowing velocity and providing natural
filtration. As such, removing water pollutants and improving water quality to meet the required
treatment objectives mentioned in this report and ensure the prevention of sediment transportation.
Grass-lined swales are to be used across the development site to augment the bioretention basin.
A conceptual arrangement of the proposed grass line swales system can be seen in the ADG
Stormwater Quality Plan SK02 in Appendix C.
7.5 MUSIC Model
The sites stormwater run-off for the development was modelled using MUSIC (version 6.3.0) and the
water quality objectives for South East Queensland specified in the SPP 2017 of 80% TSS reduction,
60% TP reduction, 45% TN reduction, and 90% Gross Pollutants reduction.
The results shown in Figure 4 meet the percent reduction water quality objectives identified by Noosa
Shire Council standards and the SPP 2017.
Details of the MUSIC model are attached within Appendix I for further information.
Refer to Appendix C for the Preliminary Layout Plans prepared by this office.
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH Page 18
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Noosa Residential Development
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August 2021
Figure 4 - Treatment train Layout and Results
7.6 On-site Treatment Lifecycle Costs
A lifecycle cost analysis is not a part of the scope of this report. All the recommended water quality
treatment infrastructure lies within the development site and it shall be maintained and serviced by
the owners of the development at no cost to Council.
7.7 Water Quality Monitoring
No water quality monitoring is proposed for this development at this stage due to the nature of the
development and the expected pollutant levels.
7.8 Maintenance
Maintenance of the SQIDs will be the responsibility of the owners of the development. The
maintenance should be carried out in accordance with the manufacturer’s recommendations, Council
conditions of approval and in accordance with the Water by Design (2009) Maintaining Vegetated
Stormwater Assets guideline.
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH Page 19
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Noosa Residential Development
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August 2021
8 CONCLUSION
In preparing this report, we have achieved all requirements for Site Based Stormwater Management
Plans as described in the State Planning Policy (2017), Noosa Shire Council Planning Scheme
Policies, Queensland Urban Drainage Manual (QUDM) 2016, Plumbing and Drainage Code
AS3500.3 and Australian Rainfall and Runoff Guideline (ARR).
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH Page 20
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August 2021
Appendix A
Site Survey
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH
Page 22
Date : 04-03-2021
Drafted By : DJC
Surveyed : DJC
Checked By : ACC
DWG Name : 149231-01.dwg
Scale : 1:600@A3
Sheet Size : A3
12d File Ref : 149231-01
Level Datum : AHD Der.
Origin : PSM 178114
RL 4.281
Hofmann Drive
CLIENT
STOCKWELL
PROJECT
PROPOSED
DEVELOPMENT
Contour and Detail Survey
Over Part of Lot 3 on SP246584
17 - 19 Hofmann Drive,
Noosaville
Local Authority :
Noosa Shire Council
RPS Australia East Pty Ltd
ACN 140 292 762
ABN 44 140 292 762
1 Innovation Parkway, Birtinya, Qld, 4575
PO BOX 6149, Meridan Plains, Qld, 4551
T 07 5436 7888
F 07 5493 6630
W rpsgroup.com
C COPYRIGHT PROTECTS THIS PLAN
Unauthorised reproduction or amendment
not permitted. Please contact the author.
Plan Reference Sheet
149231-01 1 of 1
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Noosa Residential Development
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August 2021
Appendix B
Architectural Drawings
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH
Page 24
\ NOOSA CIVIC SHOPPING CENTER
\
EXISTING OPTIC LINE
\
EXISTING STORMWATER\LINE
EXISTING UNDERGROUND ;
ELECTRICAL LINE \
EXISTING STORMWATER MANHOLE
ove —~
si
—Bpsy-00e
REFER LANDSCAPE \
ARCHITECTS’ DRAWINGS FOR\
LANDSCAPING AREA \
COMMUNAL:
RECREATION AREA
FI
TYPE
tay V
verter \\\
LL
o
'YPE 1A° SUTYPE 2A, TYPE 2C,
aes BI CTYPE 2097
RK pA | 8 CARPARKS:
rH caer
3000
rent
1
3
al
BIO RETENTION
zeae
EXISTING SEWER LINE:
<——— EXISTING ELETRICAL LINE
EXISTING WATER METER ==>
EXISTING STORMWATER
EXISTING WATER LINE
LINE
Project No: 20225
soeannst Noosa NN ORIVE, - Scale: 1: 400@ A3
nn NOOSA : : 400¢
Fortitude Valley QLD 4006 a Drawn / Check: AuChecker
T +617 3253 9900 sTockweur DEVELOPMENT APPROVAL DA100
[email protected]
These designs and plans are the copyright of MODE DESIGN Corp, Pty Ltd and cannot be reproduced without written Do not scale off this drawing
Page 25
Noosa Residential Development
Ref: 24553 C R002 REV03 10.08.21.docx
August 2021
Appendix C
Preliminary Civil Plans
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH
Page 26
219°40
E
E
OP
2 27 1
SW
NOOSA CIVIC SHOPPING CENTER E
'35"
SW E RL: 4.15
UNDERSTOOD THAT
2
DA200 BIO SURFACE: 4.40 SW
E
B3 IL: 3.55
E
RL 3.50
E
EARTHWORKS TO TAKE PLACE. RL: 4.50
TWL IN BIO: 4.50SW E
WA LE RL 3.40
OW S
OP
EXISTING OPTIC LINE EXISTING BATTER TO BE E F L
HIGH
SW
STEEPENED TO MAX 1:2, PENDING 7.000
SW E
EXISTING STORMWATER LINE IPE
ASSESSMENT AND CERTIFICATION E
FL OW P 5.20
6.000
5 LOW
E
BY GEOTECHNICAL ENGINEER SW
PIT TOP: 4.50
DN37
E
EXISTING UNDERGROUND '45"
SW E 119°16 IL: 3.70 LOCAL EXCAVATION
5.000
ELECTRICAL LINE 41 0
5 5
206°49
OP
E TO BRANCH EXISTING
25 40 5
OPEN-CHANNEL TO
E
SW E
EXISTING STORMWATER MANHOLE SWALE 80m2
Bio TYPE 3A SITE BOUNDARY
N
'45"
E
SW
7.30
E
REFER LANDSCAPE SW
5.20 TYPE 3B
E
7.33
ARCHITECTS' DRAWINGS FOR
OP
LANDSCAPING AREA RL: 5.00 2167
IL: 4.60 Q3MONTH
FLOWS 2
BIO RETENTION
RL: 4.95
TYPE 2B DA201
IL: 4.45 EXISTING NORTH
OP
36°13'55"
TO SOUTH OPEN RL: 5.00
SETBA
69709
PERGOLA HIGH-FLOW TYPECHANNEL
2A IL: 4.50
10000
PERGOLA
213°03
RL: 5.11 BYPASS PIPE
78 66 1
IL: 4.61
CK
5.00 TYPE 2B
'30"
0
POOL
OP
PUMP
COMMUNAL
BUILDING C
3100
300 16300 RECREATION AREA TYPE 2A
SET 0 WC
BAC
K
POOL
5.20 5.20 5.20 OP
OP
B1
OP OP
51 07 '
TYPE 2A
7
5.10
8
OP
60°1
RL: 5.10 TYPE 1A
OP
CVJ
OP IL: 4.60 84 5
OP
RL: 5.10
5.20 S 182
P
DA201
OP OP
1
OP
3
IL: 4.55
FFL. 5
208°44
5.20 TYPE 2A
.35
5.20
35 80 0
TYPE 2C 5.20
TYPE 2A
'35"
TYPE 1A MANAGER
TYPE 2B 5.20 SEATING
TYPE 2A LETTER
BOXES 5
REFUSE TYPE 2C RL: 5.00
TYPE 3A IL: 4.38
BUILDIN TYPE 3A TYPE 2B TYPE 1A TYPE 2A TYPE 2C
G A FFL. 5.35
PUMP
TYPE 2C
TYPE 1A
TYPE 1A
FFL. 5.35
BUILDING B 8 CARPARKS
BIO TO OUTLET
TO EXISTING
TYPE 2A IL: 5.13 FFL 5.25 OPEN-CHANNEL
TYPE 2A RL: 4.63 BIO SURFACE: 4.25 TO EAST
M SB 5.20 TYPE 2C TWL IN BIO: 4.35
W
PADMOUNT
TYPE 1B
TYPE 1B
B2
TYPE 2A TYPE 1A TYPE 1A 4.000
TRANSFORMER 3
328°
52
5.00 B3 SP 246583 1:5
1163 ' 1:8 TO
RAMP ENT
3 W
328°38 5.20
BA SE M RL: 3000
W '3 0" 5.20
5.20 5.20 5.00SETBACK
26 5 71 BIO RETENTION
S W
45m2 Bio
215°32'
1:10
25884
KERB ADAPTOR/S
10000
5.000
SIGNAGE
8000
W
EXISTING WATER
S
LINE RL: PIT TOP: 4.60
6000
IL: 5.10 WATER METE
S
W
318°25' 5.20 R
IL: 3.45
S
RL: 4.35W 7°58
30 ' W
BOOSWTER 4.80
EXISTING SEWER MANHOLE 26571IL: 5.05 W W 313°11'35" 307°58'
W 314°49'50"
W W
19232 8657 W
S
S RL: 4.55 26571 29380 W
S
S
EXISTING SEWER LINE
LEGEND:
4.59
4.58
S
S
S
S
4m SET-BACK TO BIO
CATCHMENT INLET PIT AND HOFMANN DRIVE FROM SITE BOUNDARY
S
RCV ( Front Lift)
4.88
5.06
1 DEMOLISH EXISITING CONENCTION
W
BOUNDARY STORMWATER PIPE
SW
E
EXISTING ELETRICAL LINE DA200 AND CONSTRUCT NEW
EXISTING WATER OUTLET WITH
METER
HEADWALL TO OPEN CHANNEL
B1 CATCHMENT
EXISTINGID
WATER LINE
GRASS-LINED EXISTING STORMWATER
LINE
SWALE
BRISBANE NOOSA APARTMENT STOCKWELL DEVELOPMENT GROUP PTY LTD
SITE PLAN STRUCTURAL
CIVIL
PRELIM
INFORMATION
STORMWATER QUALITY PLAN
Project No: 20225
DRAFT
Plaza Level, Mosaic HOFMANN DRIVE, NOOSA RESIDENTIAL DEVELOPMENT MRB MVI MVI
Date:
826 Ann St NOOSA 17-19 HOFMAN DRIVE, NOOSAVILLE QLD 4566 Scale: 1 : 400@ A3
Fortitude Valley QLD 4006 24553 MRB 1:200 @ A1 Drawn / Check: Author
Checker
02 27.07.21 TINFORMATION
ISSUED FOR +61 7 3253 9900 DEVELOPMENT APPROVAL 1:400 @ A3
DA100
01 25.06.21 ISSUED FOR INFORMATION
[email protected] SK02 02
These designs and plans are the copyright of MODE DESIGN Corp. Pty Ltd and cannot be reproduced without written Do not scale off this drawing
permission
Page 27
219°40
E
E
OP
2 27 1
SW
NOOSA CIVIC SHOPPING CENTER E
'35"
SW E RL: 4.15
2
DA200 BIO SURFACE: 4.40 SW
E
B3 IL: 3.55
E
RL 3.50
E
RL: 4.50
TWL IN BIO: 4.50SW E
WA LE RL 3.40
OW S
OP
EXISTING OPTIC LINE E F L
HIGH
SW
7.000
SW E
EXISTING STORMWATER LINE IPE
E
FL OW P 5.20
6.000
5 LOW
E
SW
PIT TOP: 4.50
DN37
E
EXISTING UNDERGROUND '45"
SW E 119°16 IL: 3.70 LOCAL EXCAVATION
5.000
ELECTRICAL LINE 41 0
5 5
206°49
OP
E TO BRANCH EXISTING
25 40 5
OPEN-CHANNEL TO
E
SW E
EXISTING STORMWATER MANHOLE SWALE 80m2
Bio TYPE 3A SITE BOUNDARY
N
'45"
E
SW
7.30
E
REFER LANDSCAPE SW E
5.20 TYPE 3B
EXISTING STORMWATER
7.33
ARCHITECTS' DRAWINGS FOR
COVENANT J.
OP
LANDSCAPING AREA RETAIN VEGETATION ALONG REAR RL: 5.00 2167
IL: 4.60 Q3MONTH NO VEGETATION
BOUNDARY. REFER TO LANDSCAPE FLOWS
BIO RETENTION REMOVAL
2
WITHIN
ARCHITECT PLANS RL: 4.95 DA201
IL: 4.45
TYPE 2B
EXISTING NORTH COVENANT
OP
36°13'55"
TO SOUTH OPEN RL: 5.00
SETBA
69709
PERGOLA HIGH-FLOW TYPECHANNEL
2A IL: 4.50
10000
PERGOLA
213°03
RL: 5.11 BYPASS PIPE
78 66 1
IL: 4.61
CK
5.00 TYPE 2B
'30"
0
POOL
OP
PUMP
COMMUNAL
BUILDING
FFL 5.35 C
3100
300 16300 RECREATION AREA TYPE 2A
SET 0 WC
BAC
K
5.20 5.20 POOL
OP
OP
B1
OP OP
51 07 '
TYPE 2A
7
5.10
8
5.20 OP
60°1
RL: 5.10 TYPE 1A
OP
CVJ
OP IL: 4.60 84 5
OP
RL: 5.10 5.20 S 182
P
DA201
OP OP
1
OP
3
IL: 4.55
FFL. 5
208°44
5.20 TYPE 2A
.35
5.20
35 80 0
TYPE 2C 5.20
TYPE 2A
'35"
TYPE 1A MANAGER
TYPE 2B 5.20 SEATING
TYPE 2A LETTER
BOXES 5
REFUSE TYPE 2C RL: 5.00
TYPE 3A IL: 4.38
BUILDIN TYPE 3A TYPE 2B TYPE 1A TYPE 2A TYPE 2C
G FFL 5.35 A FFL. 5.35
PUMP
TYPE 2C FFL 5.35
TYPE 1A
TYPE 1A
FFL. 5.35
BUILDING B 8 CARPARKS
BIO TO OUTLET
TO EXISTING
TYPE 2A IL: 5.13 FFL 5.25 OPEN-CHANNEL
TYPE 2A RL: 4.63 BIO SURFACE: 4.25 TO EAST
M SB 5.20 TYPE 2C TWL IN BIO: 4.35
W
PADMOUNT
TYPE 1B
TYPE 1B
B2
TYPE 2A TYPE 1A TYPE 1A 4.000
TRANSFORMER 3
328°
52
5.00 B3 SP 246583 1:5
1163 ' 1:8 TO
RAMP ENT
3 W
328°38 5.20
BA SE M RL: 3000
W '3 0" 5.20
5.20 5.20 5.00SETBACK
26 5 71 BIO RETENTION
S W
45m2 Bio
215°32'
1:10
25884
KERB ADAPTOR/S
10000
5.000
SIGNAGE
8000
W
EXISTING WATER
S
LINE RL: PIT TOP: 4.60
6000
IL: 5.10 WATER METE
S
W
318°25' 5.20 R
IL: 3.45
S
RL: 4.35W 7°58
30 ' W
BOOSWTER 4.80
EXISTING SEWER MANHOLE 26571IL: 5.05 W W 313°11'35" 307°58'
W 314°49'50"
W W
19232 8657 W
S
S RL: 4.55 26571 29380 W
LEGEND:
EXISTING SEWER LINE S
S
4.59
4.58
S
S
S
S
4m SET-BACK TO BIO
EARTHWORKS CUT HOFMANN DRIVE FROM SITE BOUNDARY
S
RCV ( Front Lift)
4.88
5.06
W 1 DEMOLISH EXISITING CONENCTION
SW
EXISTING ELETRICAL LINE DA200 AND CONSTRUCT NEW
EXISTING WATER OUTLET WITH
METER
B1 E
EARTHWORKS FILL
GRASS-LINED HEADWALL TO OPEN CHANNEL
SWALE EXISTING STORMWATER
EXISTING WATER LINE
LINE
BRISBANE NOOSA APARTMENT STOCKWELL DEVELOPMENT GROUP PTY LTD
SITE PLAN STRUCTURAL
CIVIL
PRELIM
INFORMATION
PRELIMINARY
Project No:EARTHWORKS PLAN20225
DRAFT
Plaza Level, Mosaic HOFMANN DRIVE, NOOSA RESIDENTIAL DEVELOPMENT DSM MVI MVI
Date:
826 Ann St NOOSA 17-19 HOFMAN DRIVE, NOOSAVILLE QLD 4566 Scale: 1 : 400@ A3
Fortitude Valley QLD 4006 24553 DSM 1:200 @ A1 Drawn / Check: Author
Checker
T +61 7 3253 9900 DEVELOPMENT APPROVAL 1:400 @ A3
DA100
01 09.08.21 ISSUED FOR INFORMATION
[email protected] SK03 01
These designs and plans are the copyright of MODE DESIGN Corp. Pty Ltd and cannot be reproduced without written Do not scale off this drawing
permission
Page 28
Noosa Residential Development
Ref: 24553 C R002 REV03 10.08.21.docx
August 2021
Appendix D
NSC Code Responses
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH
Page 29
Noosa Shire Council – The Noosa Plan 2020
Flood Hazard Overlay Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
Floodplain protection, immunity and safety - for AO1
development areas The finished flood level is not less than the minimum N/A Noosa Shire Council mapping
PO1 design levels specified in Table 8.2.6.4 indicates that the development is
Development provides that for all flood events up to and outside flood effected areas.
including the DFE:
1. the safety of people on the site is protected; and
2. the risk of damage to property on the site is avoided
or minimised as far as practicable.
PO2 AO2 N/A Noosa Shire Council mapping
All lots have sufficient area that is above the DFE flood level The minimum area above flood level (flood free area) for indicates that the development is
or where modelling is not available, the highest each lot, is in accordance with Table 8.2.6.5. outside flood effected areas.
recorded flood level, to safely and adequately accommodate
the intended use.
Page 1 of 9
June 2021
Page 30
Noosa Shire Council – The Noosa Plan 2020
Flood Hazard Overlay Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
PO3 AO3 N/A This report is to accompany an
For reconfiguring a lot or operational works, development is Development areas are not filled to reduce flood risk. MCU.
undertaken in a manner that ensures:
1. natural hydrological systems are protected from
erosion, scour or flood damage on the premises
or other premises;
2. natural landforms and drainage lines are
maintained to protect the hydraulic performance
of waterways and flood plain; and
3. development integrates with the natural
landform rather than modifying the landform to
suit the development as far as practicable.
PO4 AO4.1 N/A Noosa Shire Council mapping
For reconfiguring a lot, development does not compromise Development provides an effective evacuation route that indicates that the development is
the safety of people resulting from the flood risk associated remains passable, with sufficient flood warning time, to outside flood effected areas.
with events exceeding the DFE. enable people to progressively evacuate to safe areas
above the PMF in the face of advancing flood or waters for
events that exceed the DFE.
OR
AO4.2 N/A Noosa Shire Council mapping
Development provides for an area of sufficient size and indicates that the development is
dimensions on site above the PMF that allows for safe outside flood effected areas.
congregation and refuge.
Page 2 of 9
June 2021
Page 31
Noosa Shire Council – The Noosa Plan 2020
Flood Hazard Overlay Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
AO4.3 N/A Noosa Shire Council mapping
Where the existing roads servicing a development provide indicates that the development is
a specific flood immunity (as determined by the Qld outside flood effected areas.
Transport Road and Drainage Design Manual, Queensland
Urban Drainage Manual and the Australian Rainfall and
Runoff Guide), all lots have access to the flood free area
identified in Table 8.2.6.5 that matches the road immunity.
Page 3 of 9
June 2021
Page 32
Noosa Shire Council – The Noosa Plan 2020
Flood Hazard Overlay Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
PO5 AO5 N/A Noosa Shire Council mapping
For reconfiguring a lot or operational works, development In the Flood Hazard Overlay, or in areas otherwise indicates that the development is
does not directly, indirectly or cumulatively alter the flood determined to be subject to the DFE or DSTE, development outside flood effected areas.
characteristics external to the development site for all
ensures:
flooding and inundation events up to and including
the DFE or DSTE based on: 1. there is no loss of on-site flood storage
capacity;
1. current climate conditions; and 2. all changes to level, depth, duration and
2. incorporating an appropriate allowance for the velocity of floodwaters are contained within
predicted impacts of climate change. the site for all flood events up to and
including the DFE based on current climate
and predicted impacts of climate change at
2100;
3. there is no acceleration or retardation of
flows, or any retardation in flood warning
times, elsewhere on the floodplain and to any
overland flow paths; and
4. there is no increased stormwater ponding on
sites upstream, downstream or in the general
vicinity of the site.
Resilient building design and form AO6.1 N/A Noosa Shire Council mapping
PO6 Buildings are designed to integrate well with the street indicates that the development is
Development ensures that building design and building form: level and the levels of adjoining properties to facilitate outside flood effected areas.
1. accounts for potential flood risk;
pedestrian flows and visual and physical connectivity
2. is resilient to flood events; and
between the footpath and ground floors.
Page 4 of 9
June 2021
Page 33
Noosa Shire Council – The Noosa Plan 2020
Flood Hazard Overlay Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
3. maintains a functional and attractive street AO6.2 N/A Noosa Shire Council mapping
address appropriate to the intended use. Buildings incorporate appropriate screening to ensure that indicates that the development is
any under-storey is not visible from the street, where such outside flood effected areas.
screening does not impede flood water flows.
AO6.3 N/A Noosa Shire Council mapping
Residential buildings minimise risk from flooding by indicates that the development is
providing parking and other low intensive, non-habitable outside flood effected areas.
uses at ground level, rather than habitable uses.
AO6.4 N/A Noosa Shire Council mapping
Non-residential buildings and structures are oriented to indicates that the development is
the street by activating the street frontage with outside flood effected areas.
appropriate uses and urban design treatments such as
recessed wall treatments, screening or landscaping, whilst
allowing for flow through of flood waters on the ground
floor.
AO6.5 N/A Noosa Shire Council mapping
Basements and underground car parking areas are indicates that the development is
designed to drain and function safely during a flood event outside flood effected areas.
and power failure.
PO7 AO7.1 To be complied with at detailed
Water quality treatment systems use natural processes and Water quality treatment systems are designed to be
materials, whenever possible, and are integrated into design / construction stages.
integrated into the landscape consistent with the technical
development to enhance biodiversity and landscape benefits.
design guideline published by Healthy Land and Water
Water by Design for the feature. (eg. For Bioretention
Basins: Bioretention Technical Design Guidelines (October
Page 5 of 9
June 2021
Page 34
Noosa Shire Council – The Noosa Plan 2020
Flood Hazard Overlay Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
2014) and for Wetland Systems the Wetland Technical
Design Guideline (May 2017).
Essential network infrastructure AO8 N/A Noosa Shire Council mapping
PO8 Essential network infrastructure that is likely to fail to indicates that the development is
Essential network infrastructure maintains effective function or may result in contamination when inundated outside flood effected areas.
function during and immediately after flood and storm tide by flood water (e.g. water supply pipeline air valves and
inundation events. the like) is located above the DFE level (or where
the DFE has not been modelled for the area, above the
highest recorded flood level for the area).
Essential community infrastructure AO9.1 N/A Noosa Shire Council mapping
PO9 Essential community infrastructure is sited and indicates that the development is
Essential community infrastructure is able to function constructed to ensure that flood levels comply with flood outside flood effected areas.
effectively during and immediately after flood events. immunity requirements specified in Table 8.2.6.4.
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Noosa Shire Council – The Noosa Plan 2020
Flood Hazard Overlay Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
AO9.2 N/A no essential community
Essential community infrastructure which is located below infrastructure is proposed as part
the specified flood immunity requirements: of the development.
1. is designed and constructed to function
effectively during and immediately after
the recommended flood level event; and
2. has direct access to low hazard evacuation
routes or an emergency rescue area above
the PMF, if it is for emergency
services (including emergency shelters,
police facilities, hospitals and associated
facilities).
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Noosa Shire Council – The Noosa Plan 2020
Flood Hazard Overlay Code
Performance Criteria and Acceptable Solutions
Earthworks AO10 To be complied with at detailed
PO10 Filling, other than accessways:
Excavation and filling for operational works only occur design / construction stages.
where they: 1. does not extend more than the equivalent of
3 metres around the main building, measured
1. result in the protection, rehabilitation and from the outer walls of the building;
repair of ecologically important areas, 2. is limited to a maximum of 500m2 and
watercourses, drainage lines and wetlands; 3. does not impact on the local drainage of
2. do not adversely impact on the overall adjoining properties.
hydrology, hydraulics and flood capacity of
a waterway;
3. do not directly, indirectly or cumulatively cause
adverse impacts external to the site;
4. do not cause increased flooding, which
adversely affects the safety or use of any land
upstream or downstream;
5. do not cause ponding of water on the site or
nearby land;
6. do not result in a reduction in flood storage
capacity;
7. do not adversely affect the flow of water in any
overland flow path; and
8. do not adversely affect the privacy or visual
amenity of surrounding property.
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Noosa Shire Council – The Noosa Plan 2020
Flood Hazard Overlay Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
Hazardous materials AO11.1 To be complied with at detailed
PO11 Materials manufactured or stored on site are not
Development ensures that public safety and the design / construction stages.
hazardous or noxious, or do not comprise materials that
environment are not adversely affected by avoiding the may cause a detrimental effect on the environment if
release of hazardous materials into flood waters and the discharged in a flood event.
environment.
OR
AO11.2 N/A no essential community
If a DFE is adopted, structures used for the manufacture or infrastructure is proposed as part
storage of hazardous material are located above of the development.
the DFE level.
Page 9 of 9
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Noosa Shire Council – The Noosa Plan 2020
Water Quality and Drainage Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
Stormwater drainage design AO1
PO1 A stormwater management plan is prepared consistent Refer to Stormwater Management
The development and its stormwater management system is with PSP6 Engineering Design Standards - Roads, Plan, in specific stormwater quality
planned and designed having regard to: drainage and earthworks. and quantity section prepared by
1. the natural features of the site;
this office.
2. the need to avoid impacts and potential risks
to ecologically important areas;
3. the likely effectiveness of erosion and sediment
control and stormwater drainage measures during
rainfall events during and post construction; and
4. the need to protect environmental values and water
quality of receiving waters both during and post
construction.
PO2 AO2.1 To be complied with at detailed
Stormwater drainage infrastructure is planned, designed and Stormwater drainage planning, design and construction design / construction stages in
constructed to: is in accordance with PSP6 Engineering Design conjunction with the Stormwater
Standards - Roads, drainage and earthworks and the Management Plan, prepared by
1. incorporate allowance for increased flood risk latest version of the Queensland Urban Drainage Design
and tidal inundation through pipework as a this office.
Manual.
result of cilmate change and sea level rise; AO2.2 Stormwater drainage systems
2. ensure the development is adequately drained; The stormwater drainage system connects to a lawful connects into an existing drainage
and point of discharge in accordance with PSP6 Engineering covenant, consistent with the
3. ensure stormwater is managed and lawfully Design Standards - Roads, drainage and earthworks.
discharged without altering stormwater original subdivision stormwater
drainage characteristics external to the site. plans prepared Barlow Shelly
Consulting engineers.
Page 1 of 11
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Noosa Shire Council – The Noosa Plan 2020
Water Quality and Drainage Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
AO2.3 Development will comply, refer to
Stormwater flows discharging from the development are Stormwater Management Plan, in
demonstrated to be consistent with pre-development specific stormwater quantity
characteristics. section prepared by this office.
AO2.4 Development will comply, refer to
Development provides for the management of Stormwater Management Plan
stormwater to incorporate appropriate allowance for prepared by this office.
climate change impacts (including rainfall intensity and
sea level rise), in accordance in accordance with PSP6
Engineering Design Standards – Roads, Drainage and
Earthworks.
PO3 AO3.1 Development will comply, existing
Stormwater drainage infrastructure conveys run-off in a Stormwater drainage infrastructure meets the desired stormwater drainage infrastructure
manner that allows roads to deliver desired standards of standards of service for roads functionality set out in PSP6 considered in SBSMP won’t be
service appropriate to the local conditions and local Engineering Design Standards - Roads, Drainage and
stormwater drainage characteristics. negatively impacted by the
Earthworks.
development.
PO4 AO4.1 To be complied with at detailed
Stormwater infrastructure is compatible with existing The location, design and construction of stormwater design / construction stages
infrastructure, allows for easy access for the ongoing drainage structures is in accordance with PSP6 Engineering
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Noosa Shire Council – The Noosa Plan 2020
Water Quality and Drainage Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
maintenance by Council, is cost effective across its design Design Standards - Roads, drainage and earthworks.
life.
AO4.2 Development will comply,
Where infrastructure is located on private land an easement stormwater Covent is dedicated
is dedicated over the infrastructure in accordance with PSP6 over the proposed point of
Engineering Design Standards - Roads, drainage and discharge consistent with the
earthworks. original subdivision approval.
AO4.3 To be complied with at detailed
Any alterations or repairs to infrastructure as a result of design / construction stages
the development are made at no cost to Council.
AO4.4 Development complies.
Development avoids stormwater inflow and infiltration to
the sewer infrastructure network.
AO4.5 Development will comply,
Stormwater infrastructure is designed to minimize stormwater covenant provides
maintenance costs and the requirement for specialized sufficient access for maintenance
equipment for maintenance techniques. purposes.
PO5 AO5.1 Development will comply, Noosa
Stormwater drainage infrastructure is aligned to avoid Stormwater drainage infrastructure avoids crossing Shire Council interactive mapping
crossing waterways, wetlands, drainage lines and waterways, wetlands drainage lines and ecologically indicates that no waterways,
ecological important areas, or where it is demonstrated this
important areas or follows the edge of existing disturbed wetlands drainage lines
is unavoidable, disturbed areas are reinstated and
revegetated upon completion of works. areas. and ecologically important areas
are located within the development
area.
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Noosa Shire Council – The Noosa Plan 2020
Water Quality and Drainage Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
AO5.2 N/A
Stormwater drainage infrastructure is co-located with
other infrastructure within a combined utility corridor
where appropriate.
AO5.3 N/A
Temporary vehicular crossings of waterways must be
designed and constructed to be consistent with the
current International Erosion Control Association Best
Practice Book Series.
Stormwater quality and protection of receiving waters AO6.1 Noosa Shire Council interactive
PO6 Stormwater runoff discharging into High Ecological Value mapping indicates that no High
Development is located, designed, constructed and operated waters as a result of development causes no increase in Ecological Value waters are
to protect and enhance environmental values and water
gross pollutants, total suspended solids, total phosphorous located within the development
quality of waterways, wetlands, lakes, ground waters and
drainage systems. or total nitrogen compared to a pre-development scenario. site.
AND Development will comply, Refer to
Editor’s note: Environmental values of waters and water Stormwater Management Plan, in
AO6.2
quality objectives are prescribed in Schedule 1 of the specific stormwater quality section
All stormwater runoff is treated to achieve maximum
Environmental Protection (Water) Policy 2009 and are prepared by this office.
identified on the State Planning Policy Interactive Mapping removal of nutrients, gross pollutants and suspended
System. solids as determined by cost to efficiency ratios. (e.g.
bioretention basins must be sized to achieve at least 80%
reduction in total suspended solids, 60% reduction in total
phosphorous, 45% reduction in total nitrogen and 90%
reduction in gross pollutants >5mm).
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Noosa Shire Council – The Noosa Plan 2020
Water Quality and Drainage Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
OR To be complied with at detailed
design / construction stages.
AO6.3
Developments achieve a minimum 3 drop rating consistent
with the Water by Design Living Waterways Scoring Guide
(Healthy Land and Water).
PO7 AO7.1 Development will comply, Refer to
Water quality treatment systems use natural processes and Water quality treatment systems are designed to be
materials, whenever possible, and are integrated into Stormwater Management Plan, in
integrated into the landscape consistent with the technical
development to enhance biodiversity and landscape benefits. specific stormwater quality section
design guideline published by Healthy Land and Water
Water by Design for the feature. (eg. For Bioretention prepared by this office.
Basins: Bioretention Technical Design Guidelines (October
2014) and for Wetland Systems the Wetland Technical
Design Guideline (May 2017).
PO8 AO8.1 N/A water quality treatment
Water quality treatment infrastructure to be dedicated as Detailed life cycle costing is provided for the entire infrastructure will not be dedicated
public assets are proven to be suitable for its use and of a treatment train system including replacement costs of to Council.
cost effective and efficient standard.
asset parts.
AO8.2
Treatment systems dedicated as public assets are designed
to minimize maintenance, renewal and adaption costs and
the requirement for specialized equipment, material or
maintenance techniques
AO8.3
Vegetated stormwater management systems to be
dedicated as public assets are established and maintained
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Noosa Shire Council – The Noosa Plan 2020
Water Quality and Drainage Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
during the maintenance period to ensure optimal
vegetated growth and that the functional elements of the
system achieve the design function at the end of the
maintenance period.
PO9 AO9.1 To be complied with at detailed
Treatment systems are designed to eliminate or minimise Free draining inlets and outlets are provided to ensure that design / construction stages.
health, safety and aesthetic hazards, including risks
associated with insect breeding, odour and public safety. waters do not pond for more than 24 hours.
AO9.2 To be complied with at detailed
Developments are designed to eliminate retaining walls in design / construction stages.
excess of 0.8m for any water quality treatment device.
AO10
Hydrology and waterway stability Development will comply, Refer to
PO10 The development is designed to: Stormwater Management Plan,
Development prevents increased bed and bank erosion and 1. limit the peak 1 year ARI event discharge
sedimentation in receiving waterways by avoiding changes specifically ADG sketch plan.
within the receiving waterway to the pre-
in low rate, peak flow run-off and flow duration.
development peak 1 year discharge;
2. maximise pervious areas by using pervious
alternatives for otherwise impervious areas
wherever possible;
3. provide for capture and reuse of stormwater
for non-potable purposes for gardening, toilet
flushing, laundry and hot water supply uses;
4. incorporate appropriate detention features;
and
5. incorporate natural channel design principles
Page 6 of 11
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Noosa Shire Council – The Noosa Plan 2020
Water Quality and Drainage Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
PO11 AO11.1
N/A Natural channel (gully) already
Water sensitive urban design principles are applied to The design and construction of a natural channel or natural
achieve multifunctional design of waterways, wetlands and exists no new channels natural
channel rehabilitation works are in accordance with the
drainage lines that provide for: Natural Channel Design Guidelines (Brisbane City channel or natural channel
1. stormwater conveyance that uses natural rehabilitation works are proposed.
channel design;
Council) having regard to local topography, geology and
2. protection of landscape features and ecological geomorphology.
important areas including terrestrial and aquatic AO11.2 To be complied with at detailed
habitat; Landscape features, plant species and habitat types used design / construction stages.
3. aesthetic and passive recreation values; in stormwater conveyance channels are complementary to
4. flood management and conveyance of external the local context and natural waterways.
catchment stormwater through the AO11.3 To be complied with at detailed
development; Bank and bed stability and planting densities result in a design / construction stages.
5. landscaping that incorporates local native stable channel over the long term and minimal potential
species; and for pest plant species.
6. bed and bank stability. AO11.4
Development Complies, Water
Water Sensitive Design measures are incorporated into the
Sensitive Design measures were
development, as detailed in the document Water Sensitive
Designs small improvements, new ideas, concepts and incorporated in the SBSMP.
sketch designs for stormwater filtration systems (Healthy
Waterways Water by Design).
AO11.5
N/A Noosa Shire Council mapping
Floodplain management is designed in accordance with
indicates that no flood plains are
the Framework for the Integration of Flood
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Noosa Shire Council – The Noosa Plan 2020
Water Quality and Drainage Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
and Stormwater Management into Open Space published located within the development
by Healthy Waterways Water by Design (version current at area.
the time of development application).
PO12 AO12.1 Development will comply, pre-
Development protects in-stream ecology by maintaining Where run-off from or within the site passes through or development low flows will be
pre-development low flow discharge regimes and drains to natural channels, waterways or wetlands, maintained in accordance with the
maintaining fish passages. development protects in-steam ecology by maintaining
frequent flow management
pre-development low flow discharge regimes in
objectives in PSP6 Engineering
accordance with the frequent flow management objectives
in PSP6 Engineering Design Standards - Roads, drainage Design Standards - Roads,
and earthworks drainage and earthworks
AO12.2 N/A no instream structure are
Instream structures such as roads, bridges, culverts, and proposed within this SBSMP
other stormwater infrastructure do not cause barriers to prepared by this office.
fish passage and facilitate the movement of terrestrial and
aquatic fauna along waterway corridors.
AO12.3 Development will comply.
Benthic substrate retains a continuous grade with the
direction of flow consistent with the natural bed profile.
PO13 AO13.1 To be complied with at detailed
Development is designed and constructed to maintain The location and form of stormwater discharge points do design / construction stages.
surface and ground water balances that sustain the not alter the pre-development hydrology of receiving
environmental values of water dependent ecosystems, surface water or groundwater.
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Noosa Shire Council – The Noosa Plan 2020
Water Quality and Drainage Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
including downstream aquatic, riparian, wetland and AO13.2 N/A Development is not located
terrestrial ecosystems. Developments located on groundwater recharge or located on groundwater recharge
discharge areas are designed and managed in accordance or discharge areas.
with a groundwater recharge and discharge management
plan prepared by a suitably experienced and qualified
groundwater hydrologist. The groundwater recharge or
discharge must demonstrate that the development does
not affect groundwater balances beyond the property
boundaries.
Construction and establishment of stormwater AO14.1 To be complied with at detailed
management systems An erosion and sediment control plan prepared in design / construction stages.
PO14 accordance with the International Erosion Control
Construction methods provide for appropriate controls to Association Best Practice Books demonstrates that the
avoid entry and transport of litter, sediment, and capture and release of stormwater achieves the design
associated prescribed water contaminants into receiving objectives listed in Table A: Construction phase –
waters. stormwater management design objectives of the State
Planning Policy (Appendix 2).
AO14.2 To be complied with at detailed
Construction works are designed and managed to restrict design / construction stages.
the extent of clearing and soil exposure to the minimum
necessary for access, and safe construction at any one
time.
AO14.3 To be complied with at detailed
For buildings: design / construction stages.
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Noosa Shire Council – The Noosa Plan 2020
Water Quality and Drainage Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
1. upstream runoff is diverted around
the construction site;
2. sediment barriers are provided
downslope of disturbed areas to
prevent sediment washing into
gutters, drains and waterways ,
wetlands or drainage lines either on
or off the site; and
3. temporary or permanent downpipes
are connected to the stormwater
system before laying the roof; or
4. Localized erosion is avoided by
directing flow from downpipes over
non-erosive areas.
AO14.4 To be complied with at detailed
Chemical flocculants used as part of an erosion and design / construction stages.
sediment control plan do not harm the environmental
values within receiving waters.
AO14.5 To be complied with at detailed
Appropriately sized litter containment areas, with design / construction stages.
provision for sorting recyclables are provided for the type
of litter expected to be generated onsite.
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Noosa Shire Council – The Noosa Plan 2020
Water Quality and Drainage Code
Performance Criteria and Acceptable Solutions
PERFORMANCE OUTCOMES ACCEPTABLE OUTCOMES COMMENTS
AO15
Wastewater management and effluent disposal
Wastewater (non-sewage) generated from the
PO15
development is collected and contained on-site, and is:
Development does not discharge wastewater unless it
can be demonstrated to not compromise environmental
1. lawfully disposed to sewer; or
values of waters and water quality objectives
2. transferred off-site for treatment/disposal to
an appropriately licenced facility;
3. reused on-site in a closed-cycle irrigation
scheme, industrial processes, washing or
cleaning or other purpose; or
4. treated to meet the drinking water supply
environmental values prior to release.
PO16 AO16
On-site effluent treatment and disposal systems are An onsite effluent system and disposal area is:
designed, constructed and managed to not compromise
the environmental values of waters and water quality 1. not located on a slope greater than 1 in
objectives. (10%);
2. not located at or below the 1% annual
exceedance probability (AEP flood event);
3. not located within a riparian buffer
area mapped on a Biodiversity, Waterways
and Wetlands Overlay Map; and
4. setback 400 metres minimum from the full
supply level of Lake Macdonald.
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Page 49
Noosa Residential Development
Ref: 24553 C R002 REV03 10.08.21.docx
August 2021
Appendix E
NSC Erosion Hazard Assessment
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH
Page 50
SCHEDULE 2—EROSION AND SEDIMENT CONTROL
Proposed Amendments August 2015
ASSESSMENT
The Noosa Plan
1. Preamble
Erosion and sediment control on building sites
Builders must not pollute the environment. The Environmental Protection Act provides for
penalties for persons or entities causing environmental harm.
Soil erosion on building sites can be a major source of sediment pollution (environmental
harm) in our watercourses. A single building site can lose up to four truckloads of soil in one
storm. Washed from the sites into stormwater drains, this sediment can cause flooding and
also affects the water quality and the fish stocks in our creeks, lakes and the Noosa River
system.
Preventing sediment run-off from building sites is one of a number of ways that Council and
industry are improving our watercourses.
Effective on-site erosion and sediment control provides the following benefits—
A better looking, more marketable site;
Improved wet weather working conditions;
Reduced stockpile losses;
Less mud and dust problems;
Reduced clean-up costs;
Fewer public complaints;
Better public image;
Cleaner watercourses; and
Better fishing and swimming in our nearby watercourses.
2. Erosion Hazard Assessment Form
Controlling Factors Points Score Checking
Predominant slope1 of the whole site, prior to
building works:
0 - 3% slope 0
>3% - 5% slope 1 1
>5% - 10% slope 2
>10% - 15% slope 4
> 15% slope 5
Soil type: (see 1 below)
Sandy soil/gravel 0 2
Sandy loam 1
1
The term ‘predominant slope’ is defined in Part 2 Section 2.12.
S2.1
Page 51
Controlling Factors Points Score Checking
Clay loam 2
Proposed Amendments August 2015
Clay soil 2
The Noosa Plan
Anticipated duration of site disturbance: (see 2 below)
Duration < 2 weeks 0
2 weeks Duration < 3 months 2 2
3 months Duration < 6 months 4
Duration > 6 months 5
Month that works are undertaken: (see 3 below)
August, September 0
April, May, June, July, November, October 1 1
March December 2
January February 3
Offsite sediment control (i.e. down slope of the soil
disturbance):
Score 1 point if there is no purpose built, operational 1
and well maintained sediment traps (eg. sediment
basin, gross pollutant trap or purpose built wetland)
1
to catch sediment before it enters a water body with
environmental values (eg. creek, natural wetland,
river or bay) (see 4 below)
Run-off entering the site:
Score 1 point if stormwater run off entering the site is 1 0
not diverted away from the soil disturbance
Extent of site disturbance:
Score 2 points if building work requires reshaping of
the ground surface (eg. ‘cut and fill’ works) (see 5 2 2
below)
Score 5 points if the area to be disturbed is greater 5
than 600m²
Works within environmentally sensitive areas:
Score 11 points if the disturbance is within the banks
of a watercourse (see 6 below) 11
Score 5 points if the disturbance is within 50m of the 2
top of bank of a watercourse 5
Score 2 points if the disturbance is between 50m
and 100m of the top of bank of a watercourse 2
11 LOW
TOTAL SCORE (See 7 & 8 below)
Notes:
1. Where there is more than one type of soil on the site, select the category with the highest point value.
2. The time, from when the building site will first become vulnerable to erosion, to the time the soil will
be fully stabilised (eg. grassing).
3. If this time span covers more than one category, select the category with the highest point value.
Note that if there is no grass/vegetation cover on the site before building work has started, the time
span starts from the time this form is completed.
4. If you are not sure, score 1 point.
5. For the purpose of this form, ‘cut and fill’ works are those that will result in a steep batter or retaining
wall above and/or below the building slab, greater than 1 metre in height. If the building slab has
already been fully cut and stabilised (eg. grassed) during the subdivision stage, score 0 points.
6. Watercourse means any clearly identifiable creek, stream or river, whether flowing permanently or
intermittently.
7. For a high risk site, the total score is 14 points.
8. For a low risk site, the total score is < 14 points.
S2.2
Page 52
3. Erosion and Sediment Control Methods
Proposed Amendments August 2015
The Noosa Plan
Element Solution
Minimise disturbance when excavating Retain as much grassed area as possible on the
site.
These areas not only improve the appearance
of the site they also filter much of the sediment
from stormwater run-off before it reaches the
drainage system.
Catch drains and perimeter banks Allow for diversion of up slope stormwater
around the work site and other disturbed
surfaces.
Install a sediment barrier Install sediment barriers down slope of the
building site to filter coarse sediment before it
can wash into gutters, drains and watercourses.
Purpose designed geotextile sediment
fabric (i.e. not shadecloth) attached to posts
with the geotextile buried in an upstream
trench; or
Place turf of a minimum 600mm width along
kerb line; or
Straw bales, staked in a 100mm (min) deep
trench.
Single gravelled entry-exit Restrict vehicle access to one entry-exit point.
Gravelling the access point will allow all
weather access, will reduce the amount of
soil carried off the site by vehicles, and will
provide a permanent base for the driveway.
Early stormwater drainage connection Connect a temporary or permanent downpipe/s
to the stormwater system before laying the roof
or slow and spread the flow from downpipe/s to
avoid localised erosion. Downpipe/s may be
temporarily removed during wall construction.
All stormwater must discharge in a manner that
does not cause soil erosion.
Concrete waste and washing Waste concrete and household paint must not
be allowed to wash into the gutters or the street.
Sand and soil stockpiles Stockpiles must be placed wholly on the
construction site and behind a sediment barrier.
S2.3
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Noosa Residential Development
Ref: 24553 C R002 REV03 10.08.21.docx
August 2021
Appendix F
Noosa Shire Council Maps (Interactive Mapping)
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH
Page 54
Noosa Shire Council does not warrant the accuracy of information in this publication and any person using or 23/06/2021 relying 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 1:4514 the information.
Page 55
Noosa Shire Council does not warrant the accuracy of information in this publication and any person using or 23/06/2021 relying 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 1:4514 the information.
Page 56
Noosa Shire Council does not warrant the accuracy of information in this publication and any person using or 23/06/2021 relying 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 1:5000 the information.
Page 57
Noosa Shire Council does not warrant the accuracy of information in this publication and any person using or 23/06/2021 relying 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 1:4514 the information.
Page 58
gZ Base Froduction Strasp Road Labels Major Az_ Intermediate Az Minor g Contours Az_ Contour Labels /\/ Contours (1m) /\/ Land Parcels /\/ Roads /V /\/ Council WN/ Main Roads /\/ National Park Private /N/ State Forest /\/ Sunshine Coast Council /N/ Road Ownership SN/ Council /\/ Main Roads /\/ Private /\/ Private - Council Owned Private - Other Authority /\/ State Forest Easement Covenant MM «Open Space Mi = NATIONAL PARK "STATE FOREST Ml STATE MANAGED RESERVES Ml ENVIRONMENT - RECREATION PARK 1) SPORTS & ACTIVE RECREATION (9) CAMPING / CARAVAN PARK WN/ Locality Boundary WJ Local Government Areas WA Noosa
Page 59
Noosa Shire Council does not warrant the accuracy of information in this publication and any person using or 23/06/2021 relying 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 1:4000 the information.
Page 60
Noosa Residential Development
Ref: 24553 C R002 REV03 10.08.21.docx
August 2021
Appendix G
XP-Storm Modelling Results
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH
Page 61
Pre-Development Flows = ECN_0.5EY_1_S5hr_9[Max 0.177] — ECN_2O0pct_2hr_8[Max 0.139] SS ECN_10pct_30min_3[Max 0.190] = ECN_5pct_thr_10[Max 0.402] = ECN_O.5EY_2hr_8[Max 0.101] = ECN_20pct_3hr_3[Max 0.275] — ECN_10pct_1 O[Max 0.325] — ECN_2pet_12hr_8[Max 0.707] = ECN_0.5EY_9hr_3[Max 0.174] x) ECN_20pct_9hr_3[Max 0.260] =) ECN_5pct_30min_3[Max 0.258] ECN_1pct_12hr_8[Max 0.807] 0.8 0.7 0.6 0.5 2 20.4 2 0.3 0.2 0.1 0.0 41 Fri 3AM 6AM 9AM 12PM 3PM 6PM 9PM 2 Sat Jan 2016 Time Post-Development Flows (UnMitigated) = == =a ECN_0.5EY_1_5hr_9[Max 0.225] ECN_0.5EY_2hr_8[Max 0.282] ECN_0.5EY_9hr_3[Max 0.188] a | =z x, ECN_20pct_2hr_8[Max 0.359] ECN_20pct_3hr_3[Max 0.299] ECN_20pct_9hr_3[Max 0.258] = Ss = ECN_10pct_30min_3[Max 0.490] ECN_10pcet_thr_10[Max 0.432] ECN_5pct_30min_3[Max 0.578] == — Lt ECN_5pct_thr_10[Max 0.516] ECN_2pct_12hr_8[Max 0.712] ECN_1pct_12hr_8[Max 0.812] 0.8 0.7 0.6 0.5 204 0.3 0.2 0.1 0.0 1 Fri 3AM 6AM Jan 2016 9AM 12PM 3PM Time 6PM 9PM 2 Sat
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Post-Development Flows (Mitigated, Free Outlet) Storage over 80m2 Bioretention (Mitigated, Free Outlet) Storage over 45m2 Bioretention (Mitigated, Free Outlet)
Page 63
Post-Development Flows (Mitigated, Full Open Channel at LPD)
Storage over 80m2 Bioretention (Mitigated, Full Open Channel at LPD)
Storage over 45m2 Bioretention (Mitigated, Full Open Channel at LPD)
Page 64
Noosa Residential Development
Ref: 24553 C R002 REV03 10.08.21.docx
August 2021
Appendix H
Approved Subdivision Plans
Prepared by Barlow Shelly
BRISBANE / SYDNEY / MELBOURNE / GOLD COAST / SUNSHINE COAST / DARWIN / PERTH
Page 65
ENGINEERING
WATER RETICULATION NETWORK EXTENSION
- UNITYWATER -
PROJECT:
PROPOSED SUBDIVISION AT
NOOSA CIVIC, WALTER HAY DRIVE
NOOSAVILLE
CLIENT:
STOCKWELL PTY LTD
PROJECT No:
1856
SCHEDULE OF DRAWINGS
DWG DESCRIPTION
1856-W01 Locality Plan & Schedule of Drawings
1856-W02 General Notes
1856-W03 Overall Watermain Alignment Layout Plan
1856-W04 Watermain Layout Plan - Sheet 1 of 8
SUBJECT SITE
1856-W05 Watermain Layout Plan - Sheet 2 of 8
1856-W06 Watermain Layout Plan - Sheet 3 of 8
1856-W07 Watermain Layout Plan - Sheet 4 of 8
1856-W08 Watermain Layout Plan - Sheet 5 of 8
1856-W09 Watermain Layout Plan - Sheet 6 of 8
1856-W10 Watermain Layout Plan - Sheet 7 of 8
1856-W11 Watermain Layout Plan - Sheet 8 of 8
1856-W12 Watermain Connection Detail Plan - Sheet 1 of 5
1856-W13 Watermain Connection Detail Plan - Sheet 2 of 5
1856-W14 Watermain Connection Detail Plan - Sheet 3 of 5
1856-W15 Watermain Connection Detail Plan - Sheet 4 of 5
1856-W16 Watermain Connection Detail Plan - Sheet 5 of 5
1856-W17 Typical Trench Details
LOCALITY PLAN
NOT TO SCALE
DRAWING STATUS:
FOR CONSTRUCTION
p 07 5443 8285 PROPERTY DESCRIPTION
e [email protected] w www.barlowshelley.com.au
a PO Box 899, Maroochydore,4558 ABN 89 215 591 077 LOT 3 on SP246584
Site Area = 31.7 Ha
DRAWING NUMBER
-
REV
Proposed Number of Lots 25 1856-W01 C
The text continues on page 66.
Used in these records
Appendix J - Civil Engineering Report and SBSMP.pdfRelated documentApplication case desk ↗
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