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H - Revised Integrated Water Management Plan by Cardno (inc MUSIC file) (13.09.19)
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Integrated Water Management Plan
Noosa Marketplace : 2-20 HOFMANN DRIVE
Integrated Water
Management Plan
Noosa Marketplace : 2-20 HOFMANN
DRIVE
V190428
Prepared for
Blueprint
09 September 2019
10 September 2019 Cardno i
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Page 2
Integrated Water Management Plan
Noosa Marketplace : 2-20 HOFMANN DRIVE
Contact Information Document Information
Cardno (Qld) Pty Ltd Prepared for Blueprint
ABN 57 051 074 992
Project Name Noosa Marketplace : 2-20
HOFMANN DRIVE
Level 11
515 St Paul’s Terrace
File Reference V190428_IWMP_V4.docx
Fortitude Valley QLD 4006
Australia Job Reference V190428
www.cardno.com Date 10 September 2019
Phone +61 7 3369 9822
Version Number 4
Fax +61 7 3369 9722
Author(s):
Zac McCosker Effective Date 9/09/2019
Engineer
Approved by:
Helen Doherty Date Approved 9/09/2019
Senior Engineer
Document History
Version Effective Date Description of Revision Prepared by Reviewed by
1 17/04/2019 DRAFT LMH TH
2 18/04/2019 FINAL LMH TH
3 15/05/2019 Final Updated Dev Drawings ZM/LH HD
& MUSIC model
4 09/09/2019 RFI Updates Added to Final ZM HD
report
© Cardno 2019. Copyright in the whole and every part of this document belongs to Cardno and may not be used, sold, transferred, copied or reproduced in
whole or in part in any manner or form or in or on any media to any person other than by agreement with Cardno.
This document is produced by Cardno solely for the benefit and use by the client in accordance with the terms of the engagement. Cardno does not and
shall not assume any responsibility or liability whatsoever to any third party arising out of any use or reliance by any third party on the content of this
document.
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Table of Contents
1 Introduction 3
2 Request for Information 4
2.1 Background 4
2.2 Information Required 4
3 Site Description and Proposed Development 8
3.1 Site Description 8
3.2 Land Encumbrances 8
3.3 Proposed Development 8
3.4 Lawful Points of Discharge 8
4 Hydrology 10
4.1 Background 10
4.2 Model Setup 10
5 Stormwater Quantity Management 13
5.1 Background 13
5.2 Model Setup 13
5.3 Model Results 15
6 Stormwater Quality Management 16
6.1 Stormwater Quality Objectives 16
6.2 Proposed Stormwater Quality Treatment 17
6.3 MUSIC Model Results 22
6.4 Construction Phase Water Quality Management 22
6.5 Maintenance 22
7 Hydraulic Analysis 23
7.1 Introduction 23
7.2 Model Setup 23
7.3 Modelled Events 24
7.4 Results 24
7.5 Severe Storm Impact Assessment 34
8 Conclusions 36
Appendices
Appendix A – Development Layout
Appendix B – TUFLOW Layout
Appendix C - Flooding Results
Appendix D – Treatment Devices
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Tables
RAFTS Catchments ............................................................................................................... 11
Table 4-2 Initial and Continuing Losses for RAFTS Modelling .............................................................. 11
Rational Method Verification .................................................................................................. 12
1% AEP Peak Flows (m 3/s).................................................................................................... 12
Local Catchment Parameters ................................................................................................ 13
Table 5-2 Proposed Stormwater Detention Tank Parameters ............................................................... 14
Table 5-3 Peak XP-RAFTS Discharge ................................................................................................... 15
Table 5-4 Tank Storage Volume ............................................................................................................ 15
Table 6-1 Rainwater Tanks MUSIC Details ........................................................................................... 18
Rainfall Runoff Parameters for Commercial Source Nodes .................................................. 18
Pollutant Export Parameters for Commercial Source Nodes ................................................ 18
Catchment Areas and Proposed Stormwater Treatment ....................................................... 20
Table 6-5 Bio-Basin 1 Details ................................................................................................................. 20
Table 6-6 Pollutant Capture Rates ......................................................................................................... 20
MUSIC Model Results ............................................................................................................ 22
Mannings ‘n’ Values ............................................................................................................... 23
Table 7-2 Existing Flood Level (mAHD) ................................................................................................. 26
Table 7-3 Developed Flood Level (mAHD) ............................................................................................ 28
Table 7-4 Flooding Impacts (m) ............................................................................................................. 33
Figures
Figure 1-1 Subject Site 3
Figure 3-1 Modelled Existing Site Drainage 9
Figure 4-1 RAFTS Catchments 10
Figure 6-2 MUSIC Model Layout 19
Figure 6-3 MUSIC Model Catchments 21
Figure 7-1 Locations of Interest 24
Figure 7-2 Existing Ponding 25
Figure 7-3 Drainage Upgrades 27
Figure 7-4 Overland flowpath (approximate location) 28
Figure 7-5 P4 Water Surface Profile 29
Figure 7-6 Flow Capture Line L16 30
Figure 7-7 Culvert C1 & C26 31
Figure 7-8 P10 Water Surface Profile 32
Figure 7-9 P10 Profile Location 32
Figure 7-10 Point 5 Water Surface Elevation 34
Figure 7-11 ZAEM1 Flood Hazard Curves 34
Figure 7-12 Developed Hazard Class - PMF 35
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1 Introduction
Cardno has been engaged by Blueprint to prepare an Integrated Water Management Report to support the
Development Application (DA) for the proposed Noosa Marketplace. The site is located within the Noosa
Council local government area on Lots 1 and 4, SP222982 and SP246584, addressed at 20 and 2-18 Hofmann
Drive respectively shown in Figure 1-1 below.
This report provides engineering advice to address issues relating to stormwater quantity and quality, as well
as flooding of the subject site.
Figure 1-1 Subject Site
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2 Request for Information
2.1 Background
On the 28th June 2019, Noosa Council issued an information request under The Noosa Plan requiring further
information to satisfactory assess the proposal.
2.2 Information Required
Issue – Stormwater Quality
The litter baskets and rainwater tanks are supported, however, the proprietary devices are not. The rainwater
tanks have a high reuse demand which presumably is based on irrigating all of the landscaped areas of the
site and possibly the retained covenant vegetation. This may not be appropriate and further details should be
provided on their assumptions.
Information Required
Provide further information and/or a revised design and model as necessary to address the following items:
a. Provide justification for the assumed annual reuse demands for each rainwater tank and provide estimates
of the source reliability (i.e. how much of the demand will need to be met by mains back-up supply). In general,
use of irrigation water for landscaping is not encouraged and low-water-usage native plants should be used in
accordance with Specific Outcome O3 of the Water Sensitive Design Code. Water reuse should be focused
on areas of water demand which cannot be addressed through changes in design/planting – such as for toilet
flushing.
b. The use of proprietary underground devices for nutrient removal is in conflict with O7 of the Water Sensitive
Design Code. Provide a revised stormwater treatment train and revised landscape design for the car parking
areas which utilizes vegetated treatment strategies to achieve multiple benefits.
c. Provide details of the assumed removal rates for the litter baskets and/or the MUSIC model for review.
Response
Section 6 of the IWMP has been updated to cover a). b) and c) above with comments below.
MUSIC model water reuse has been revised to only use rainwater tanks for non-potable uses with water reuse
rates calculated from sewer demands assuming 600 L/day/ET.
Proprietary devices have been removed from the development and treatment provided with a proposed
combination of trash baskets, bio-retention tree pits and/or filter strips. Table 6-5 outlines the typical bio-
retention basin parameters. These treatment nodes have been modelled as two representative areas in the
MUSIC model.
Litter basket removal rates were sourced from the supplier. These are shown in Table 6-6
Issue – Hydrology
The pre-development hydrologic model uses relatively low initial loss values, particularly for the rarer AEP
events. The IWMP acknowledges that the values differ from those provided by ARR Datahub but states that
the values adopted are conservative. While the values (low initial loss) would be conservative if the purpose
was to undertake flood mapping or estimate design flood levels, this approach is not considered conservative
for the stated purpose of determining hydrologic and flood impacts of the proposal. Low initial loss values
increase pre-development peak flows and peak flood levels which in turn can underestimate hydrologic and
flood impacts and required flood detention storage volumes. This issue is highlighted by the predicted RAFTS
flows being up to 63% greater than the rational method estimates for the pre-developed case.
The subject site is subject to local overland flowpath flooding from external catchments located to the North
and West of the subject site which are of the order of 7Ha in size. These catchments are conveyed through
the site as overland flow in a South-Easterly direction and ultimately discharge under Hofmann Drive to an
existing conservation area.
The proposal has the potential to worsen flooding conditions upstream of the site by blocking/modifying this
overland flowpath and has the potential to worsen downstream flooding by increasing peak flowrates
downstream of the site by increased runoff peaks and volume (due to increased imperviousness of the site).
Information Required
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Either provide further justification or revised initial loss values for the pre-development pervious areas.
Reference should be made to ARR2016 and the ARR Datahub and the discussion in QUDM Section 5.6.1.
Hydraulic modelling and impact assessments should also be revised accordingly.
Demonstrate the modelling has considered the external catchments to the north and west of the site.
To the north
Eenie Creek Road formation and Easement T on SP182880.
Eenie Creek service road adjacent to the northern property boundary.
To the west.
Commerce Court – through No 3 Commerce Court and Easement G on RP230888.
Response
Hydraulic modelling has been revised based on ARR2019 and QUDM Section 5.6.1.
It should be noted that QUDM 2017 states to refer to the latest ARR version for guidance regarding initial and
continuing losses.
Catchments used to calculate flows in the hydrological model are shown in Figure 4-1. Catchments to the west
and north of the site mentioned above are clearly shown in Figure 4-1. The larger external catchments to the
north and north west follow the existing flow paths where available and the proposed flow path as detailed in
Section 7.4.3.. The smaller catchments directly west of the proposed development have been included in the
detention storage modelling with the assumption that flows from these smaller areas will be captured by onsite
drainage. It should be noted that Council has a drainage network already installed at these locations as shown
below. Modelling has been performed with this network removed as its effectiveness is unknown.
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Issue – Flood Modelling
Further details of the flood modelling are required before an assessment of the suitability of the model can be
made.
Information Required
Provide further details of the hydraulic model assumptions and a revised assessment as necessary to address
the following:
a. Clarify model grid size and provide a plan showing location of 1-D elements in existing and proposed
scenarios
b. Provide a plan showing the locations of the proposed drainage upgrades/features described in the post-
development scenario (Section 6.4.3). Is the detention tank proposed to detain only the local site catchment
flows?
c. Provide plans of existing and proposed roughness values
d. Provide a plan showing topographic differences between existing and proposed scenarios
e. Provide further information on what blockage assumptions have been applied in the model consistent with
ARR2016 and QUDM. Particularly since it seems pipe upgrades are a significant component of the impact-
mitigation strategy being employed.
f. Provide a severe blockage/severe storm assessment in addition to the design blockages requested above.
It should be clarified whether the proposed 750mm RCP is completely replacing the existing overland flowpath
and if so, what the consequences are during a severe blockage or severe storm scenario. For clarity, complete
removal of overland flowpaths is not supported and there should be provision made for severe blockage such
that floor levels are not inundated in such an occurrence.
Response
Section 7 of the IWMP has been updated to cover points above with comments below.
a) TUFLOW model cell size is 2 metres.
b) Figure 7-3 Section 7.4.3 shows drainage proposed upgrades. Section 5 details that the detention tank
will only mitigate local site flows.
c) Existing and proposed roughness values are shown in Appendix B
d) The topographical differences between the existing and developed case are shown in Appendix B
e) A blockage factor of 20% has been applied to all pipes and culverts in the drainage network (Section
7.2)
f) Severe storm assessment is contained in Section 7.5. Section 7.4.3 describes the functionality of the
proposed 750 mm RCP. It is only intended to carry the flows for minor events around the northern
portion of the site. Flows greater than the 39% AEP will use the flow path describe in Section 7.4.3.
Issue – Local Flood Impacts
The local flood impact maps provided with the IWMP demonstrate that flood depths external to the site are
predicted to increase as a result of the proposal. This is in conflict with Specific Outcome O17 of the Noosaville
Locality Code and Specific Outcome O33 of the Business Uses Code.
Information Required
Provide revised proposed plans and flood impact mapping which demonstrates compliance with Specific
Outcome O17 of the Noosaville Locality Code and Specific Outcome O33 of the Business Uses Code and
specifically demonstrates no flood impacts external to the development site boundary.
Response
The proposed development levels have been adjusted to ensure that impacts do not significantly impact on
neighbouring properties, road reserves or adversely affect safety or use of any land.
There are no anticipated significant adverse effects on the biodiversity, natural vegetation, native wildlife,
habitats, landscape quality, water quality or heritage values, including those related to changes to natural
drainage or disturbance to wetland systems. Areas where impacts are recorded are inundated for all events in
the existing case.
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This is discussed further in Section 7.4.4.
Issue – Extreme local flooding
The local flood inundation maps provided with the IWMP show that the access points to the development will
be inundated in the DFE. In extreme events, workers and visitors to the site will be isolated and evacuation
not possible. It should be demonstrated how their safety will be protected in such extreme events as required
by Specific Outcome O17 of the Noosaville Locality Code.
Information Required
Provide mapping for the PMF and a risk assessment for extreme events which demonstrates compliance with
Specific Outcome O17 of the Noosaville Locality Code. Specifically, the proposal is to demonstrate how the
safety of people at the site will be protected during extreme flood events.
Response
The site remains accessible during the 1% AEP event. Mapping for the PMF shows that there is minimal risk
to persons during an extreme event with site access being maintained for all except small vehicles and no
inundation to the building footprint or carpark areas. The PMF maximum water level at point 5 (Figure 7-12) is
reduced by approximately 100 mm in the developed case.
These results are detailed in Section 7.4.4
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3 Site Description and Proposed Development
3.1 Site Description
The site has an area of approximately 3.53 ha, of which approximately 1.11 ha will be developed into retail
outlets and associated commercial use. The development is to be zoned as ‘Shire Business Centre’ in
accordance with the Noosa Plan Zones 2016. The subject site is bounded by existing commercial/light
industrial use to the west, Hofmann Drive to the east, with Eenie Creek Road running alongside the northern
boundary. Currently, the area is densely grassed, with a general fall towards the southern boundary. Existing
levels vary from RL 9.0 mAHD at the northwest corner of the site, to RL 6.0 mAHD on the southern boundary.
Located nearby is the Noosa Civic Shopping Centre to the east.
3.2 Land Encumbrances
Both lots are subject to a number of easements and covenants. Located on the northern boundary of the
subject site, and adjoining the eastern edge alongside Hofmann Drive, is an environmental covenant to
preserve native vegetation on site. Running through the site from north to south is a drainage easement
designed to capture overland flow from the wider catchments and discharge into the downstream
environmental reserve. Finally, located to the south of the site, on the eastern boundary is an environmental
covenant to preserve native vegetation. It is noted that this land cannot be cleared or used to treat stormwater
flows discharging from the site. The existing easement and covenant plan is located in the development
drawings (Appendix A). It is assumed that the easements noted above will be modified to suit the proposed
development as required.
3.3 Proposed Development
The proposed development involves the construction of a mixed use marketplace development. This will
include 24 tenancies, with associated car parking and roadways for loading facilities. The proposed
development drawings are shown in Appendix A.
3.4 Lawful Points of Discharge
The lawful point of discharge for the site is the 4 1200 mm x 600 mm RCBCs under Hofmann Road, located
adjacent to the South East boundary on Lot AB SP222982. Flows leaving the site will drain south along the
eastern side of the site into these pipes, (circled below). Existing site drainage is shown in Figure 3-1.
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Figure 3-1 Modelled Existing Site Drainage
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4 Hydrology
4.1 Background
Situated to the north and north-west of the subject site are external catchments covering an area of
approximately 7.18 ha. As mentioned previously, the lawful point of discharge for the site is to the south into
an existing drainage network. Based on the Noosa Council Enterprise Mapping system, the subject site is not
located in the flood hazard area for a 1% AEP event. Although records indicate that the site is outside the flood
hazard area, a detailed hydrological and hydraulic investigation has been undertaken to determine the effects
of the proposed development on flood levels in the area and to ensure that the proposed development does
not result in significant adverse impacts on adjacent properties.
4.2 Model Setup
4.2.1 Catchment delineation
Local catchments that contribute to flows on the site were calculated by interrogation of the DEM and drainage
lines. The catchment boundaries are shown in Figure 4-1.
Figure 4-1 RAFTS Catchments
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4.2.2 Rainfall Parameters
Rainfall parameters input to RAFTS were sourced using ARR 2019 BOM IFD values.
4.2.3 RAFTS Parameters
Catchment characteristics are shown in Table 4-1. For the purposes of this hydrological model, land uses were
defined as per existing use. Catchment slopes were determined using drainage lines for each catchment.
Manning’s values were set to 0.045 for pervious areas and 0.015 for impervious areas as per Chapter 4.1 of
the Noosa Planning Scheme-Policy 5-Engineering Design Standards.
A critical aspect of hydrological models is the choice of loss rates (e.g. initial and continuing losses). QUDM
was used to source loss rates with Chapter 4 – Catchment Hydrology being used to investigate loss rates.
Section 4.2.3 recommends that the latest version of Australian Rainfall and Runoff should be used when
selecting loss rates.
Initial and continuing losses were set using the ARR 2019 data hub with values shown in Table 4-2.
RAFTS Catchments
Catchment Total Area Percentage Impervious Vectored Slope Catchment Manning’s 'n'
ID (ha) (%) (%) Perv/Imperv
1 2.31 95 2.96 0.045/0.015
2 0.77 95 5.10 0.045/0.015
3 0.60 95 5.20 0.045/0.015
4 0.69 95 3.36 0.045/0.015
5 1.17 50 3.39 0.045/0.015
6 0.34 0 1.81 0.045/0.015
7 0.18 0 1.22 0.045/0.015
8 1.15 95 1.34 0.045/0.015
9 0.46 95 1.56 0.045/0.015
10 0.88 50 1.41 0.045/0.015
11 0.09 50 0.31 0.045/0.015
12 0.06 95 0.84 0.045/0.015
13 0.14 5 1.86 0.045/0.015
14 0.53 5 2.07 0.045/0.015
15 0.54 0 0.78 0.045/0.015
16 0.16 5 0.09 0.045/0.015
17 0.45 0 2.48 0.045/0.015
18 0.17 35 3.58 0.045/0.015
19 0.14 0 1.52 0.045/0.015
20 0.42 5 1.28 0.045/0.015
21 1.53 95 0.92 0.045/0.015
Table 4-2 Initial and Continuing Losses for RAFTS Modelling
Land Use Initial and Continuing Losses
Rural Areas (Parks/Road verge) 27mm IL/ 2.6mm/h CL
Urban Areas (Carparks/buildings) 2mm IL/0mm/h CL
A range of design storms were modelled with 10 differing temporal patterns and multiple durations as per ARR
2019. The maximum median storm was then used as the peak design flow.
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4.2.4 Rational Method Verification
The peak flows determined using RAFTS were compared with peak flows determined using the Rational
Method. Catchments 2 and 3 were chosen for this comparison due to having clearly defined drainage lines
and catchment boundaries. C10 values were sourced using Table 4.5.3 of the Queensland Urban Drainage
Manual 2017. The results of this verification are shown in Table 4-3 below for the 1% AEP event. It was found
that the RAFTS model produced higher peak flows than the Rational Method for Catchments 2 and 3. The
RAFTS flows were therefore considered acceptable.
Rational Method Verification
Parameter Value
Catchment 2 Catchment 3
C10 0.7 0.7
tc (min) 10.68 9.07
I (1yr,10min) 102 102
A (ha) 0.77 0.6
Rational Method Flow (m3/s) 0.46 0.38
RAFTS Peak Flow (m3/s) 0.58 0.45
Difference (m3/s) 0.12 0.07
4.2.5 Results
Peak flows for each of the sub catchments are listed in Table 4-4 for the 1% AEP event. The critical storm
duration for 1%, 2%, 20% and 39% AEP events was determined to be 10 minutes, while, for the 5% and 10%
AEP events, the critical storm duration was 15 minutes. This difference in critical storm duration is considered
to be typical for models run with ARR 2019 rainfall patterns. In addition to the peak flows coming from each
catchment, the peak total flow from the development site was found to be 0.75 m3/s in the 1% AEP event.
1% AEP Peak Flows (m3/s)
Catchment ID Peak Flow (m3/s) Catchment ID Peak Flow (m3/s)
1 1.71 12 0.05
2 0.58 13 0.02
3 0.45 14 0.06
4 0.52 15 0.03
5 0.51 16 0.01
6 0.03 17 0.05
7 0.02 18 0.07
8 0.85 19 0.02
9 0.34 20 0.04
10 0.37 21 1.13
11 0.04
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5 Stormwater Quantity Management
5.1 Background
Using XP-RAFTS, the hydrological model developed above was modified to represent the proposed
development. The model was then used to determine the effects that the proposed development would have
on the stormwater discharge (peak flow rates) coming from the subject site. It is anticipated that, as a result of
the development, peak flow rates will increase. As such, recommendations will be made to ensure peak flows
from the site are equal to or less than those for existing conditions. Detention storage on site will be achieved
through a proposed detention tank system.
5.2 Model Setup
5.2.1 Catchment Parameters
Catchment parameters for the existing and developed local catchment hydrology are shown in Table 4-1. The
existing scenario is as per the hydrological model described above. The changes made for the developed
scenario involved updating the percentage impervious values to represent the proposed development. These
changes are shown in the table below.
Local Catchment Parameters
Catchment Parameters Existing vs Developed
Percentage Percentage
Catchment ID Area (ha) Impervious Existing Impervious Vectored Slope (%)
(%) Developed (%)
1 2.31 95 95 2.96
2 0.77 95 95 5.10
3 0.60 95 95 5.20
4 0.69 95 95 3.36
5 1.17 50 95 3.39
6 0.34 0 75 1.81
7 0.18 0 75 1.22
8 1.15 95 95 1.34
9 0.46 95 95 1.56
10 0.88 50 50 1.41
11 0.09 50 50 0.31
12 0.06 95 95 0.84
13 0.14 5 95 1.86
14 0.53 5 95 2.07
15 0.54 0 95 0.78
16 0.16 5 20 0.09
17 0.45 0 95 2.48
18 0.17 35 35 3.58
19 0.14 0 100 1.52
20 0.42 5 60 1.28
21 1.53 95 95 0.92
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5.2.2 RAFTS Parameters
Catchment information was input to the RAFTS model and analysed using the same critical duration events
that were found in the existing conditions hydrological model.
As the runoff from the external north and north west catchments was assumed to be conveyed by the drainage
easement on the eastern side of the site, only the runoff from the site itself and small partial catchments to the
west were considered for the assessment of non-worsening compared to existing conditions. As expected, the
proposed development results in an increase in peak runoff from the site, with a peak flow of 2.7 m3/s
discharging from the site for the 1% AEP event without any mitigation measures. This is an increase of
approximately 1.95 m3/s when compared to the existing scenario.
5.2.3 Stormwater Detention
Increases in impervious area within the proposed development have resulted in an increase in local catchment
stormwater discharges. A rainwater detention tank is therefore proposed to maintain peak stormwater
discharges to values equal to or less than existing conditions. The design characteristics for the proposed tank
are shown in Table 5-2. These values can be altered subject to detailed design to ensure satisfactory
performance.
Table 5-2 Proposed Stormwater Detention Tank Parameters
Attribute Value
Discharge Pipe Diameter 1 by 375 mm dia
Minimum Volume 1400 m3
Three additional rainwater tanks are proposed for the development as part of the stormwater quality treatment
train. These tanks are 50kL, 50kL and 10kL respectively in volume and are discussed in Section 6 of this
report. These tanks have been excluded from this modelling as they are assumed to be full at the
commencement of the rainfall event. In addition, they would have little impact upon runoff during larger AEP
events.
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5.3 Model Results
The proposed storage system was incorporated in the XP-RAFTS model which was run for the same events
as discussed previously. The peak discharges from the site for pre-development conditions and for post-
development conditions, with the rainwater storage included are shown in Table 5-3.
Table 5-3 Peak XP-RAFTS Discharge
Peak Flow Rate
Event Pre-Development Peak Discharge (m3/s) Post-Developed (Mitigated) Peak Discharge (m3/s)
(AEP) (Site Only) (Site Only)
1% 0.74 0.28
2% 0.61 0.27
5% 0.49 0.28
10% 0.41 0.25
20% 0.35 0.19
39% 0.29 0.16
As shown above, the proposed tank results in a decrease in peak discharges from the site for all AEP events
modelled in the mitigated developed scenario. Table 5-4 shows the storage volume for each modelled event.
Table 5-4 Tank Storage Volume
AEP Event Volume (m3)
1% 1341
2% 1212
5% 1284
10% 1116
20% 776
39% 619
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6 Stormwater Quality Management
The incorporation of Water Sensitive Urban Design (WSUD) features and the development of a Stormwater
Quality Management Plan will ensure that the quality of the stormwater discharging from the site does not
negatively influence receiving environments. The site of the proposed development drains south towards Eenie
Creek.
Noosa Plan Table 7-1 outlines the specific outcomes, acceptable solutions and probable solutions for the
Noosa Plan Water Sensitive Design Code (WSDC) (Noosa Shire Local Government, 2018). This table
recommends the adoption of the Water Quality Objectives outlined in the State Planning Policy 2017 (SPP)
(Department of Infrastructure, Local Government and Planning, 2017) for Queensland as the target objectives.
6.1 Stormwater Quality Objectives
6.1.1 Operational Phase
The stormwater quality design objectives applicable to the site, as outlined in Table B of the State Planning
Policy (SPP) (Department of Infrastructure, Local Government and Planning, 2017) are:
> Total Suspended Solids (TSS) 80% removal of mean annual load from unmitigated development.
> Total Phosphorous (TP) 60% removal of mean annual load from unmitigated development.
> Total Nitrogen (TN) 45% removal of mean annual load from unmitigated development.
> Gross Pollutants > 5mm 90% removal of mean annual load from unmitigated development.
6.1.2 Construction Stage
The construction phase stormwater quality design objectives applicable to the site are outlined in Table A of
the DILGP State Planning Policy (Department of Infrastructure, Local Government and Planning, 2017).
The release values for stormwater captured in a sediment basin are not to exceed the following limits:
> Total Suspended Solids (TSS): 50 mg/L
> pH: 6.5 – 8.0
Appropriate erosion and sediment control measures will be required to be designed, constructed and operated
in accordance with the SPP 2017 guidelines during the construction phase of the development.
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6.2 Proposed Stormwater Quality Treatment
6.2.1 Summary
The proposed stormwater quality treatment for the site consists of Ocean Guards (OG) litter baskets on all
inlets, various bio-retention treatment systems and three rainwater tanks. The rainwater tanks are shown in
Figure 6-1. It can be noted that the tank locations are indicative and are intended only to show the roof areas
to be drained to the tanks. The actual tank locations will be determined during the detailed design.
The characteristics of the Ocean Guard litter baskets and Tree pit components are in Appendix D.
The characteristics of the rainwater tanks are outlined in Table 6-1.
Figure 6-1 MUSIC Model Tank Locations
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Table 6-1 Rainwater Tanks MUSIC Details
Parameter Tank 1 Tank 2 Tank 3
Volume below overflow pipe (kL) 50 50 10
Depth above overflow (m) 0.2 0.2 0.2
Surface Area (sq m) 10 5 5
Initial Volume (kL) 10 10 1
Overflow pipe Diameter (mm) 90 90 90
Max Drawdown Height (m) 1 1 1
Annual Demand (kL/yr) 766 766 109
Distribution Daily Demand Daily Demand Daily Demand
6.2.2 MUSIC Model
A MUSIC (Ver. 6.3) model was set up to determine the efficiency of the stormwater quality treatment train
proposed for the development. The meteorological data adopted for the site was from the Cooroy Composite
weather station as recommended in the MUSIC Modelling Guidelines – Version 1.0 2010 (Water By Design,
2010), for the 11 year period from 01/01/1973 through to 31/12/1983.
The MUSIC source node characteristics were based on the values for commercial developments, as outlined
in the MUSIC Modelling Guidelines (Water By Design, 2010). The adopted source node characteristics are
summarised in Table 6-2 and Table 6-3 . The MUSIC model layout is shown in Figure 6-2 with catchments
shown in Figure 6-3.
Rainfall Runoff Parameters for Commercial Source Nodes
Parameter Value
Rainfall threshold (mm) 1
Soil storage capacity (mm) 18
Initial storage (% capacity) 10
Field capacity (mm) 80
Infiltration capacity coefficient a 243
Infiltration capacity exponent b 0.6
Initial depth (mm) 50
Daily recharge rate (%) 0
Daily baseflow rate (%) 31
Daily deep seepage rate (%) 0
Pollutant Export Parameters for Commercial Source Nodes
Parameter Surface Type TSS mg/L TP mg/L TN mg/L
Roof 0 0 0
Baseflow
Roads 0.78 -0.6 0.32
Roof 1.30 -0.89 0.37
Stormflow
Roads 2.43 -0.30 0.37
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Figure 6-2 MUSIC Model Layout
The development area was divided into two catchments based on preliminary drainage design. These
catchments were then subdivided into their surface types of roofs and roads. The properties of these
catchments are outlined in Table 6-4, with the respective catchments depicted in Figure 6-3. It should be noted
that the bio retention basins are to be spread over multiple locations not three as depicted above with a
combined bio basin filter area of approximately 353 m2.
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Catchment Areas and Proposed Stormwater Treatment
Area (ha) % Impervious MUSIC Node Proposed Treatment
Catchment 1
Roof 0.91 100 Commercial OG, Bio Basins
Road 0.81 90 Commercial OG, Bio Basins
Catchment 2
Roof 0.35 100 Commercial Tank, Bio Basins
Road 0.80 90 Commercial Tank, Bio Basins
Typical Bio retention details are shown in Table 6-5. It should be noted that the total filter area will be split
over a number of locations.
Table 6-5 Bio-Basin 1 Details
Parameter Bio-retention Basin
Extended Detention Depth (m) 0.3
Saturated Hydraulic Conductivity (mm/hr) 100
Filter Depth (m) 1
Filter Area (m2) 100
TN Content of Filter Media (mg/kg) 400
Orthophosphate Content of Filter Media (mg/kg) 30
Litter Basket capture rate details shown in Table 6-6 are as provided by the manufacturer.
Table 6-6 Pollutant Capture Rates
Gross Pollutants (kg/ML) Total Suspended Solids (mg/L)
Input Output Input Output
0 0 0 0
14.7808 0 20 8
40 14
60 19.3
79.3 23.4
99.9 26.9
100 30
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Figure 6-3 MUSIC Model Catchments
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6.3 MUSIC Model Results
The results from the MUSIC modelling are presented in Table 6-7. As demonstrated by this table, the water
quality objectives have been satisfied for all pollutants.
MUSIC Model Results
Mean Annual Load (kg/yr)
Parameter % Removal Target (%)
Sources Residual
Total Suspended Solids 9940 941 90.5 80
Total Phosphorus 19.4 7.17 63 60
Total Nitrogen 135 61.1 50.3 45
Gross Pollutants 969 0.991 99 99.9
6.4 Construction Phase Water Quality Management
The construction phase of the development requires erosion and sediment control measures to be put in place
to ensure that there is not a significant increase in the pollutant loads discharging from the site. During the
construction phase an erosion and sediment control plan will be developed ensuring that the construction
stage stormwater quality objectives are met. When appropriate, implemented erosion and sediment controls
will be removed, generally as a minimum when 80% site cover has been achieved.
Further erosion and sediment control measures will be implemented in accordance with Council requirements
and in consideration of the Best practice guidelines for the control of stormwater pollution from building sites
(Healthy Waterways, 2002).
6.5 Maintenance
Maintenance of the stormwater quality devices is to be carried out by Body Corporate. During the construction
phase, erosion and sediment control devices will be maintained by the contractor/developer.
The maintenance requirements of any treatment devices installed are to be carried out in accordance with
water sensitive urban design (WSUD) and manufacturer’s guidelines.
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7 Hydraulic Analysis
7.1 Introduction
The site is not affected by regional or tidal flooding. The level of Mean High Water Spring Tide (MHWS) in the
nearby Noosa River at Tewantin is RL 0.61 mAHD (Maritime Safety Queensland, 2015). Due to the site being
at a level of approximately RL 9.0 mAHD, only local flows from the surrounding sub-catchments were
considered for this hydraulic investigation.
7.2 Model Setup
To determine the effects of the proposed development on surrounding properties, a TUFLOW model was
developed. The inputs into the model are outlined below;
> Hydrological (flow) information;
> Topography (LiDAR);
> Key drainage infrastructure (1D);
> Land uses;
> Key drainage infrastructure; and
> Model boundary conditions.
Flow information for the TUFLOW model was obtained from the hydrological modelling described earlier in this
report (Section 4).
LIDAR topographical data was obtained from the Department of Natural Resources, Mines and Energy
(DERM), and was used as the key input to represent the existing scenario topography. Minor changes to the
existing topography were made to ensure known flow blockages were included. This LIDAR data was then
modified in the TUFLOW model using ‘2d-z shapes’ to represent the changes as a result of the development
with the building footprint areas and carpark raised above the flood level.
Existing drainage infrastructure details were sourced from Noosa Council’s Enterprise Mapping System.
Upgraded/new drainage infrastructure was sized and input into the developed scenario hydraulic model.
Drainage networks in both the existing and developed case were modelled with a blockage factor of 20%.
The boundary conditions for the model consisted of ‘local’ inflows from each of the surrounding sub-
catchments, as described above. The downstream boundary condition was modelled free flowing due to the
steepness of the topography. A sensitivity analysis of the tail water level was conducted by setting the water
level to RL 5.1 mAHD. This analysis found that by raising the standing tail water level, the maximum flood
levels on the site do not increase. This shows that the flooding behaviour on the site is not sensitive to tail
water conditions and as a result the assumed tail water conditions can be deemed adequate.
Modelling was performed with a cell size of 2 metres. This size was deemed to provide sufficient resolution
while ensuring reasonable run times. Mannings n values are shown in Table 7-1 with layer extents in Appendix
B.
Mannings ‘n’ Values
Material ID Land Use Manning's Number
2 Road 0.015
3 Rural 0.050
5 Industrial 0.020
6 Buildings 0.030
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7.3 Modelled Events
The 39, 20, 10, 5, 2 and 1% AEP events were modelled to assess for significant adverse impacts on
surrounding properties as a result of the proposed development. An initial existing conditions scenario (E02)
was run to establish the current flood levels. A number of developed scenarios were run to determine the
optimum developed levels. Scenario D06 was used to simulate the changes resulting from the proposed
development.
7.4 Results
Results from the hydraulic modelling are presented in the following sections. The flood levels were reviewed
for both the existing and developed scenarios. Results at a number of key locations have been tabulated.
These locations were mainly on the boundary of the subject site and on roadways as shown in Figure 7-1.
Figure 7-1 Locations of Interest
7.4.2 Pre- Development Scenario
Initial modelling of the existing scenario (pre-development) shows that, in all AEP events modelled, Hofmann
Drive, as well as Eenie Creek Road, experience inundation from flood waters. In the 2% AEP event, Hofmann
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Drive is inundated to a maximum depth of 200 mm, increasing to 300 mm in the 1% AEP event at the
roundabout on Hofmann Drive near the site access. The current 1200 mm x 300 mm RCBC under the site
access restricts flows along the eastern boundary of the site. These flows then spill out onto Hofmann Drive,
flowing south along Hofmann Drive and finally entering Rene Street.
At Point 1 (Figure 7-1), located within the northern vegetation covenant area, flood depths of up to 1 metre
occur in the 1% AEP event (Figure 7-2). Within the environmental reserve at the legal point of discharge, a
depth of approximately 400 mm occurs in the 1% AEP event.
Similarly, at P3 ( Figure 7-1) Eenie Creek Road is inundated to a depth of 300 mm in the 2% and 1% AEP
events. This section of the road conveys runoff from an external catchment to the north which then flows down
the road embankment into the northern portion of the development site.
Table 7-2 and Figure 7-1 show the existing condition flood levels on the site, while the figures in Appendix C
show the corresponding flood extents.
Figure 7-2 Existing Ponding
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Table 7-2 Existing Flood Level (mAHD)
Existing Flood Level (mAHD)
Location 39% AEP 20% AEP 10% AEP 5% AEP 2% AEP 1% AEP
P1 8.89 8.93 8.98 9 9.05 9.07
P2 8.2 8.2 8.22 8.25 8.27 8.28
P3 10.12 10.13 10.14 10.14 10.15 10.15
P4 8.25 8.26 8.27 8.27 8.28 8.28
P5 7.07 7.06 7.09 7.1 7.1 7.11
P6 6.9 6.89 6.92 6.93 6.93 6.93
P7 6.73 6.73 6.74 6.75 6.74 6.76
P8 5.92 5.97 6.08 6.08 6.08 6.08
P9 6.31 6.31 6.38 6.43 6.43 6.46
P10 5.56 5.62 5.7 5.7 5.7 5.7
P11 4.5 4.54 4.59 4.59 4.58 4.6
P12 4.32 4.33 4.44 4.48 4.45 4.48
7.4.3 Post- Development Scenario
For the post development scenario, the development footprint has been set at a nominal level to form a
complete blockage of any flowpaths that cross the area in the existing case. A service road is proposed to be
located around the north-east and northern edge of the development area. The level of this road will be set in
detailed design phases of this project. This service road will function as an overland flowpath in the larger
events that exceed the capacity of the proposed 750 mm RCP. Flows from catchments to the North and North
West of the site area will be conveyed around the development via the service road flow path. Minor
catchments to the west of the site have been included in the quantity analysis as it is assumed that these flows
will be captured by the site drainage.
For the post development scenario, an upgrade to the existing under sized 1200 mm x 300 mm RCBC at the
site access from Hofmann Drive is required due to the increased flows along the eastern boundary of the site.
It is proposed to upgrade this culvert to a 2400 mm x 700 mm RCBC, reducing the flows currently being
diverted onto Hofmann Drive. (Figure 7-3, C26)
A 750 mm RCP is proposed to connect to the existing 750 mm RCP entering the site off Commerce Court.
This pipe conveys flows around the development footprint and discharges upstream of the 2400 mm x 600 mm
RCBC (Figure 7-3, C27, C28 C29). This extension of the existing 750 mm RCP is only intended to convey
flows in events up to the 39% AEP. The complete drainage networks for the existing and developed cases are
shown in Appendix C.
Flows from larger AEP events will follow the existing flow path through the northern portion of the site. The
service road describe above will assist in this conveyance around the north-east corner of the proposed
development. (Figure 7-4)
The proposed pipe network and overland flowpaths will need to be considered for easements/future land
encumbrances as per Council requirements.
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Figure 7-3 Drainage Upgrades
The peak 1% AEP flood level at the north-west corner of the site (Figure 7-1, P1) is approximately RL 9.1
mAHD, dropping to 8.4 mAHD at P4. The flow path (Figure 7-4) around the north-eastern corner of the
development area has a crest at 8.3 mAHD at the north eastern corner of the site and thereby acts as
the hydraulic control for flood waters on the northern portion of the site. The floodplain to the north of the
building footprint retains floodwater and drains via a field inlet connected to the 750 mm RCP through the site
via a 525 mm RCP (Figure 7-3, C30). This drainage feature allows the area to the north to drain more
efficiently after a flood event.
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Figure 7-4 Overland flowpath (approximate location)
The post-development flood levels for the locations in are shown in Table 7-3.
Table 7-3 Developed Flood Level (mAHD)
Developed Flood Level (mAHD)
Location 39% AEP 20% AEP 10% AEP 5% AEP 2% AEP 1% AEP
P1 8.81 8.94 9.04 9.07 9.1 9.13
P2 8.2 8.21 8.41 8.46 8.44 8.48
P3 10.12 10.13 10.14 10.14 10.15 10.15
P4 8.25 8.26 8.41 8.46 8.44 8.48
P5 7.04 7.04 7.05 7.06 7.06 7.06
P6 6.87 6.87 6.89 6.89 6.89 6.9
P7 6.7 6.7 6.72 6.73 6.73 6.73
P8 5.94 5.94 6.04 6.08 6.06 6.08
P9 6.31 6.31 6.31 6.31 6.31 6.31
P10 5.59 5.59 5.67 5.7 5.69 5.7
P11 4.52 4.53 4.57 4.59 4.58 4.58
P12 4.36 4.37 4.41 4.44 4.42 4.44
*N/A meaning that the point of interest is out of the flood waters or located on a development building
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7.4.4 Impacts of Development
The impacts to peak flood levels at the reporting points are summarised in Table 7-4. As outlined above, the
proposed development forms a partial blockage of the existing flow path and hence slightly increases the peak
flood levels North of the development area within the Eenie Creek Road reserve during events equal or greater
than a 10% AEP. It is noted that during the existing case 1% AEP, flood depths of up to 1 metre already exist
at this location with the existing topography acting as a detention basin. Minor increases are shown in the
drainage reserve at the legal point of discharge.
To the north of the site, increases in flood levels are generally less than 150 mm during the 1% AEP event.
These increases extend approximately 2 - 4 metres beyond the site boundary (Figure 7-5). Increases are
confined to the road reserve in a bush land area that is inaccessible to the public and result in a minor increase
in flood extent area.
Despite this location being inundated by floodwaters, the maximum 1% AEP water surface level at the northern
boundary is approximately 1.2 metres below the Eenie Creek Road pavement level in the developed case.
Therefore, the proposed development further enhances the existing detention function with no additional risk
to persons, property, environment or infrastructure at this location.
Due to the enhancement of the natural detention basin by the development and site drainage improvements,
reductions in peak flood levels during the 1% AEP event are indicated along a significant section of Hofmann
Drive. (Appendix C)
Figure 7-5 demonstrates the difference in water surface profiles between the existing and developed case 1%
AEP events at P4.
P4 Surface Profiles
10
Property Boundary
Distance = 0
Elevation (mAHD)
9.5
9
Eenie Creek
Road Verge
8.5
8
0 5 10 15 20 25 30 35 40 45
Distance (m)
Existing 1% AEP WSE Developed 1% AEP WSE Ground Surface
Figure 7-5 P4 Water Surface Profile
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Figure 7-6 Flow Capture Line L16
To the south at the legal point of discharge, (environmental reserve) there are minor increases in flood levels
during the 39% and 20% AEP events. These increases are caused by improvements to the drainage system
removing water that currently flows along Hofmann Drive and passing it under Hofmann Drive into these areas.
This change to the flow patterns is also seen in the larger events with flows at L16 (Figure 7-6) decreasing by
300 L/s in the 1% AEP, post development event.
Flows at culvert C26 (Figure 7-7), increase from 281 L/s to 733 L/s respectively for the existing and developed
cases during the 39% AEP event. This increase in flows is due to the extension of the existing non-compliant
750mm RCP that currently discharges onto the development area conveying stormwater more effectively
through the site, increasing C26 culvert capacity and the removal of the current flow path around the end of
the site access road. At C1, flows increase from 491 L/s to 610 L/s during the 39% AEP event due to the
improvements in drainage efficiency.
The insignificance of minor flood level increases is demonstrated in Figure 7-8, with the developed flood level
still 1.5 m below the Noosa Civic Carpark. The profile location is shown in Figure 7-9 while Figure 7-8 clearly
shows that there is no additional risk to persons, property, environment or infrastructure at this location.
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Figure 7-7 Culvert C1 & C26
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P10 Surface Profiles 39% AEP Noosa Civic Carpark
Edge
7.5
7
Elevation (mAHD)
6.5
6
5.5
5
0 2 4 6 8 10 12 14
Distance (m)
Ground Surface Existing 39% AEP WSE Developed 39% AEP WSE
Figure 7-8 P10 Water Surface Profile
Figure 7-9 P10 Profile Location
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Table 7-4 Flooding Impacts (m)
Flooding Impacts (m)
Location 39% AEP 20% AEP 10% AEP 5% AEP 2% AEP 1% AEP
P1 -0.08 0.01 0.06 0.07 0.05 0.06
P2 0.00 0.01 0.19 0.22 0.16 0.19
P3 0.00 0.00 0.00 0.00 0.00 0.00
P4 0.00 0.00 0.14 0.19 0.16 0.20
P5 -0.03 -0.02 -0.04 -0.04 -0.04 -0.04
P6 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03
P7 -0.03 -0.03 -0.02 -0.02 -0.01 -0.03
P8 0.01 -0.04 -0.04 0.00 -0.02 0.00
P9 0.00 0.00 -0.07 -0.12 -0.12 -0.15
P10 0.03 -0.03 -0.02 0.00 -0.01 0.00
P11 0.03 -0.01 -0.02 0.00 0.00 -0.01
P12 0.04 0.03 -0.03 -0.03 -0.03 -0.04
*N/A meaning that the point of interest is out of the flood waters or located on a development building
Flood impact mapping for all events modelled is shown in Appendix C, with all results indicating a reduction in
peak flood levels along Hofmann Drive. Of particular interest is P9 with decreases of approximately 150 mm
for the 1% AEP event. At P9 depths decrease from 150 mm (Existing case) to 0 mm in the post development
case (Table 7-4). Some of the events modelled show minor impacts at off site locations. However all of these
impacts are contained within road and/or drainage reserves and therefore deemed to be not significant.
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7.5 Severe Storm Impact Assessment
A severe storm impact scenario was prepared for the post development case. In this scenario all of the culverts
and pipes were modelled with 100% blockage, as per QUDM 2017 suggested values in Table 7.5.1. The 1%
and PMF AEP events were modelled in this scenario to ensure that the safety of persons on site is not
compromised and floor levels have sufficient free board. Hazard areas were assessed using the hazard curves
as shown in Figure 7-11.
To assess the PMF, the Generalised Short Duration Method was used which can calculate the greatest flood
depth for a given duration at a particular location. Using the method, the maximum flood depth was then
converted into a spatial distribution for use within the hydraulic model.
Mapping produced for the above events shows that the safety of people will be protected on site during these
events with no inundation of the carpark or building areas. Access to the site is only limited for approximately
24 minutes during the PMF at the main entrance. As the site has three exit points that can be utilised in case
of emergency this period of limited access is not considered significant. Blocking the drainage network had
minimal effect on the peak water surface levels during the 1% AEP event due to the existing network being
ineffective for events of this size. The site remains accessible during the 1% AEP.
At the access off Hofmann Drive roundabout hazard mapping for the PMF event shows that an exit route
remains available to Eenie Creek Drive for all but small vehicles. Water surface elevation recorded at Point 5,
(Figure 7-12) show a decrease in the peak water level at this location in the developed case (Figure 7-10).
P5 PMF WSE
13.9
12.9
WSE (mAHD)
11.9
10.9
9.9 Developed
8.9 Existing
7.9
6.9
-0.3 0.2 0.7 1.2
Time (hrs)
Figure 7-10 Point 5 Water Surface Elevation
Figure 7-11 ZAEM1 Flood Hazard Curves
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Figure 7-12 Developed Hazard Class - PMF
Proposed development floor levels remain flood free during both the 1% and PMF events with no risk to
persons onsite. This will need to be confirmed at the detailed design stage.
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8 Conclusions
Hydraulic modelling has demonstrated that the proposed development will have minimal impacts on the flood
levels within surrounding areas. Areas where minor impacts are shown are restricted to locations that are
inaccessible to the public and are inundated in current rainfall events.
The majority of the flood level increases resulting from the proposed development are contained within the
development area with the exception of the Eenie Creek Road reserve adjoining the development boundary
and drainage reserves to the south. Areas that show impacts off site are inaccessible to the public, posing
minimal risk to persons, the environment or infrastructure. The maximum 1% AEP water surface level at the
northern boundary is approximately 1.2 metres below the Eenie Creek Road pavement level in the developed
case.
To the south at the legal point of discharge, (environmental reserve) there are minor increases in flood levels
during the 39% and 20% AEP events. These increases are caused by improvements to the drainage system
removing water that currently flows along Hofmann Drive and passing it under Hofmann Drive into this area.
The insignificance of these minor flood level increases is demonstrated in Figure 7-8, with the developed flood
level still 1.5 m below the Noosa Civic Carpark.
Flood levels along Hofmann Drive to Rene Street decrease in all events as a results of minor increases on the
development site northern boundary area. Due to the development increasing storage in this natural flood
storage area, reductions in flood depths along a 200 metre section of Hofmann Drive from the site access to
Rene Street are anticipated for all flooding events.
RAFTS and MUSIC modelling has demonstrated that the proposed development can satisfy stormwater
quantity and quality requirements as per the SPP 2017, through the use of WSUD devices and stormwater
detention. On-site stormwater detention is required to ensure that peak discharges from the site are not
worsened. A detention tank with a minimum volume of 1500 m3 is proposed to mitigate flow increases from
the development footprint area.
A severe storm assessment has demonstrated that the development can proceed with no significant risk to
persons. The site remains accessible during the 1% AEP event, with limited access during the PMF event for
a short period of time.
Further detailed modelling of the stormwater quantity, quality requirements and flooding may be necessary
during the Operational Works stage once detailed design is completed.
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DRIVE
APPENDIX
DEVELOPMENT LAYOUT
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BUILDING 1 BUILDING 2 BUILDING 3
PH
TENANCY 03 TENANCY 04 05 06 07 08 09 10 TENANCY 11
ST
700 m² 580 m² 150 m² 150 m² 150 m² 150 m² 150 m² 150 m² 500 m²
22 S
T AFF
P ARK
IN G SP
ACE
S
TENANCY 12
2x HRV 325m²
LOADING
TENANCY 13
TENANCY
230m²
CUSTOMER CARPARKING 15
TENANCY 14
100m²
230m²
11
TENANCY 01
2760m²
TENANCY
022 TENANCY
100 m² 021
120 m²
CUS
TOM
ER C
AR P
AR K
ING
DEDICATED TAXI BAY w/ UNDERCOVER
SEATING AND CALL FACILITY (RED HATCH)
TENANCY 16
Development Snapshot
500m²
HOFM
A NN D ADDRESSES (LOT & PLAN): LOT.1 - SP222982: 2-20 HOFMANN
RIVE DRIVE, LOT.4 - SP2465848: 2-18 HOFMANN DRIVE, NOOSA QLD
TENANCY 17
500m²
SITE AREA: 35, 762m²
SITE COVER:
BUILDING 4 (PROPOSED): - TBC
TENANCY 20 (NLA)
ground level =720m²
TENANCY 18 PLOT RATIO:
500m²
level one = 620m² (PROPOSED): - TBC
level one = 600m²
E5 BUILDING HEIGHT:
(BUILDING 1): 7, 200m
B3 (BUILDING 2): 4, 800m
TENANCY 19
500m²
(BUILDING 3): 7, 200m
(BUILDING 4): 11, 800m
AREAS:
BUILDING 1 -
GFA: 2, 785m²
GLA: 2, 680m²
TENANCY 02
OAD
1800m² BUILDING 2 -
GFA: 230m²
KR
GLA: 220m²
REE
IE C
BUILDING 3 -
EEN
GFA: 7, 770m²
GLA: 7, 445m²
BUILDING 4 (Gnd + Levels 1-2) -
GFA: 1, 970m²
GLA: 1, 940m²
TOTAL GFA: 12, 755m²
TOTAL GLA: 12, 285m²
CARPARKS PROVIDED: 348 (TBC)
BIKE RACKS: 69
Rev. Date Description Iss. Appr. Do not scale this drawing. Verify all dimensions on site before commencing Project Status Drawing Title
NOOSA MARKETPLACE
any work. Copyright © 2019 Buchan. This drawing remains the property of
1 14.05.19 FINAL ISSUE FOR COMMENT AJ PS
The Buchan Group Australia Pty Ltd. Reproduction in whole or in part without
2 15.05.19 DEVELOPMENT APPLICATION AJ PS prior consent is forbidden. Date Plotted
4/09/2019 10:40:49 AM
3
4
05.08.19
15.08.19
DEVELOPED DESIGN
AREA RECONFIGURATION
AJ
AJ
PS
PS
File
LOT.1 - SP222982: 2-20 HOFMANN DRIVE, LOT.4 - SP2465848: Date Issued
04.09.19
OVERALL GROUND FLOOR PLAN
5
6
29.08.19
02.09.19
CONSULTANT COORDINATION
TRAFFIC AMENDMENT
AJ
AJ
PS
PS 2-18 HOFMANN DRIVE, NOOSA QLD Scale
As indicated
N
7 04.09.19 GENERAL REVISION AJ PS
Project Number @A1 Drawing Number Revision Brisbane Studio
0 10 20 40 60M
+ 61 7 3859 9222 / buchangroup.com.au
716159 A-DA-0100 7
Page 41
Integrated Water Management Plan
Noosa Marketplace : 2-20 HOFMANN DRIVE
Noosa Marketplace : 2-20 HOFMANN
DRIVE
APPENDIX
TUFLOW LAYOUT
V190428 | 10 September 2019 | Commercial in Confidence 38
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0
Layout
Revision Number:
Date:
Project No:
SHEET
Client Name:
Designed by:
Figure B1
LEGEND
4
A3
Ltd
metres
Model:SPG
2D Code
Scale 1:3,000
V190428
5/08/2019
TUFLOW Model
Noosaville
2D Boundary
W&E Brisbane
TUFLOW Model
Noosa Spotlight
Site Boundary
Integrated Water
Management Plan
Inflow Locations
Property Group 2 Pty
2-20 Hofmann Drive,
120
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 43
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures\RFI_TUFLOW_LAYOUT.wor
0
Revision Number:
Date:
Project No:
SHEET
Client Name:
Designed by:
Features
Figure B2
LEGEND
4
A3
Ltd
metres
1D Network
Existing
Model:SPG
Network
Network
Changes
Scale 1:2,000
V190428
5/08/2019
Noosaville
Stormwater
Stormwater
W&E Brisbane
TUFLOW Model
Noosa Spotlight
Site Boundary
Integrated Water
Management Plan
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 44
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures\RFI_TUFLOW_LAYOUT.wor
0
Existing
Revision Number:
Date:
Project No:
SHEET
Client Name:
Designed by:
Rural
Figure B3
LEGEND
4
A3
Ltd
metres
Industrial
Model:SPG
Scale 1:2,000
V190428
5/08/2019
Noosaville
Site Boundary
W&E Brisbane
TUFLOW Model
Noosa Spotlight
Roughness Values
Integrated Water
Management Plan
75
Property Group 2 Pty
2-20 Hofmann Drive,
Roughness Values
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 45
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures\RFI_TUFLOW_LAYOUT.wor
0
Revision Number:
Date:
Project No:
SHEET
Client Name:
Designed by:
Rural
Figure B4
LEGEND
4
Roads
Developed
A3
Ltd
metres
Buildings
Industrial
Model:SPG
Scale 1:2,000
V190428
5/08/2019
Noosaville
Site Boundary
W&E Brisbane
TUFLOW Model
Noosa Spotlight
Roughness Values
Integrated Water
Management Plan
Rougness Values
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 46
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures\RFI_TUFLOW_LAYOUT.wor
0
3
10
17
Existing
Revision Number:
Date:
Project No:
SHEET
Client Name:
Designed by:
Figure B5
LEGEND
4
A3
Ltd
to
Topography
metres
Topography
Model:SPG
Scale 1:2,000
V190428
6.5 to 10
13.5 to 17
5/08/2019
Noosaville
6.5
to 20.5
to 13.5
Existing (mAHD)
Site Boundary
W&E Brisbane
TUFLOW Model
Noosa Spotlight
Integrated Water
Management Plan
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 47
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures\RFI_TUFLOW_LAYOUT.wor
0
10
17
Revision Number:
Date:
Project No:
SHEET
Client Name:
Designed by:
Figure B6
LEGEND
4
Developed
A3
3.0 to
Topography
Ltd
metres
Topography
Model:SPG
Scale 1:2,000
V190428
6.5 to 10
13.5 to 17
5/08/2019
Noosaville
6.5
to 13.5
to 20.5
W&E Brisbane
Site Boundary
TUFLOW Model
Noosa Spotlight
Integrated Water
Developed (mAHD)
Management Plan
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 48
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0
1
2
Revision Number:
Date:
Project No:
SHEET
Client Name:
Designed by:
Figure B7
LEGEND
4
Difference
A3
Ltd
metres
Topography
Topography
Model:SPG
-0.5 to -2
0.5 to 1
1.5 to 2
2.5 to 3
Scale 1:2,000
V190428
Difference (m)
5/08/2019
Noosaville
-0.5 to -0.1
0.1 to 0.5
to 1.5
to 2.5
W&E Brisbane
TUFLOW Model
Site Boundary
Noosa Spotlight
Integrated Water
Management Plan
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 49
Integrated Water Management Plan
Noosa Marketplace : 2-20 HOFMANN DRIVE
Noosa Marketplace : 2-20 HOFMANN
DRIVE
APPENDIX
FLOODING RESULTS
V190428 | 10 September 2019 | Commercial in Confidence 39
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0
PMF
5
7
8
9
(mAHD)
Revision Number:
Date:
Project No:
SHEET
Existing
Client Name:
Designed by:
to
5.5 to
6.5 to
to
7.5 to
to
8.5 to
to
LEGEND
4
Figure C1
A3
Ltd
7
8
9
9.5 to 10
metres
Model:SPG
5.5
6.5
7.5
8.5
9.5
V190428
Scale 1:2,000
2/08/2019
Noosaville
Peak Water Level
Site Boundary
W&E Brisbane
Noosa Spotlight
Integrated Water
Management Plan
Peak Water Level
Property Group 2 Pty
75
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 51
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures/RFI_EXG_PW L.WOR
0
5
7
8
9
(mAHD)
1% AEP
Revision Number:
Date:
Project No:
SHEET
Existing
Client Name:
Designed by:
to
5.5 to
6.5 to
to
7.5 to
to
8.5 to
to
LEGEND
4
Figure C2
A3
Ltd
7
8
9
9.5 to 10
metres
Model:SPG
5.5
6.5
7.5
8.5
9.5
Scale 1:2,000
V190428
26/07/2019
Noosaville
Peak Water Level
Site Boundary
W&E Brisbane
Noosa Spotlight
Integrated Water
Management Plan
Peak Water Level
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 52
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures/RFI_EXG_PW L.WOR
0
5
7
8
9
(mAHD)
2% AEP
Revision Number:
Date:
Project No:
SHEET
Existing
Client Name:
Designed by:
to
5.5 to
6.5 to
to
7.5 to
to
8.5 to
to
LEGEND
4
Figure C3
A3
Ltd
7
8
9
9.5 to 10
metres
Model:SPG
5.5
6.5
7.5
8.5
9.5
Scale 1:2,000
V190428
26/07/2019
Noosaville
Peak Water Level
Site Boundary
W&E Brisbane
Noosa Spotlight
Integrated Water
Management Plan
Peak Water Level
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 53
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0
5
7
8
9
(mAHD)
5% AEP
Revision Number:
Date:
Project No:
SHEET
Existing
Client Name:
Designed by:
to
5.5 to
6.5 to
to
7.5 to
to
8.5 to
to
LEGEND
4
Figure C4
A3
Ltd
7
8
9
9.5 to 10
metres
Model:SPG
5.5
6.5
7.5
8.5
9.5
Scale 1:2,000
V190428
26/07/2019
Noosaville
Peak Water Level
Site Boundary
W&E Brisbane
Noosa Spotlight
Integrated Water
Management Plan
Peak Water Level
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 54
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures/RFI_EXG_PW L.WOR
0
5
7
8
9
(mAHD)
Revision Number:
Date:
Project No:
SHEET
Existing
Client Name:
Designed by:
to
5.5 to
6.5 to
to
7.5 to
to
8.5 to
to
10% AEP
LEGEND
4
Figure C5
A3
Ltd
7
8
9
9.5 to 10
metres
Model:SPG
5.5
6.5
7.5
8.5
9.5
Scale 1:2,000
V190428
26/07/2019
Noosaville
Peak Water Level
Site Boundary
W&E Brisbane
Noosa Spotlight
Integrated Water
Management Plan
Peak Water Level
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 55
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures/RFI_EXG_PW L.WOR
0
5
7
8
9
(mAHD)
Revision Number:
Date:
Project No:
SHEET
Existing
Client Name:
Designed by:
to
5.5 to
6.5 to
to
7.5 to
to
8.5 to
to
20% AEP
LEGEND
4
Figure C6
A3
Ltd
7
8
9
9.5 to 10
metres
Model:SPG
5.5
6.5
7.5
8.5
9.5
Scale 1:2,000
V190428
26/07/2019
Noosaville
Peak Water Level
Site Boundary
W&E Brisbane
Noosa Spotlight
Integrated Water
Management Plan
Peak Water Level
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 56
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures/RFI_EXG_PW L.WOR
0
5
7
8
9
(mAHD)
Revision Number:
Date:
Project No:
SHEET
Existing
Client Name:
Designed by:
to
5.5 to
6.5 to
to
7.5 to
to
8.5 to
to
39% AEP
LEGEND
4
Figure C7
A3
Ltd
7
8
9
9.5 to 10
metres
Model:SPG
5.5
6.5
7.5
8.5
9.5
Scale 1:2,000
V190428
26/07/2019
Noosaville
Peak Water Level
Site Boundary
W&E Brisbane
Noosa Spotlight
Integrated Water
Management Plan
Peak Water Level
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 57
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures/RFI_DEV_PWL.WOR
0
PMF
5
7
8
9
(mAHD)
Revision Number:
Date:
Project No:
SHEET
Client Name:
Designed by:
to
5.5 to
6.5 to
to
7.5 to
to
8.5 to
to
LEGEND
4
Figure C8
A3
Ltd
Developed
metres
7
8
9
9.5 to 10
Model:SPG
5.5
6.5
7.5
8.5
9.5
Scale 1:2,000
V190428
2/08/2019
Noosaville
Peak Water Level
W&E Brisbane
Site Boundary
Noosa Spotlight
Integrated Water
Management Plan
Peak Water Level
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
Page 58
O:\004_JOBS\00_WE19\V1 90428_Noosa_SPG_Intergrated_WMP\3_Data\2_Analysis\GIS\Figures\RFI Figures/RFI_DEV_PWL.WOR
0
5
7
8
9
(mAHD)
1% AEP
Revision Number:
Date:
Project No:
SHEET
Client Name:
Designed by:
to
5.5 to
6.5 to
to
7.5 to
to
8.5 to
to
LEGEND
4
Figure C9
A3
Ltd
Developed
metres
7
8
9
9.5 to 10
Model:SPG
5.5
6.5
7.5
8.5
9.5
Scale 1:2,000
V190428
5/08/2019
Noosaville
Peak Water Level
W&E Brisbane
Site Boundary
Noosa Spotlight
Integrated Water
Management Plan
Peak Water Level
75
Property Group 2 Pty
2-20 Hofmann Drive,
Noosa Marketplace
" © 2016 Cardn o (Qld) Pty Ltd All Rights Rese rved. Co pyrigh t in the whole an d ever y par t of th is
dr awing b elongs t o Card no (Q ld ) Pty Ltd and m ay not be use d, sold transf erre d, cop ie d or
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 re prod uced in whole or in pa rt in a ny man ner or fo rm o r in or on a ny med ia to a ny per son ot her
tha n by a gree ment with Cardn o (Qld ) Pty Ltd.
Level 11, North Tower, 515 St Pauls Terrace
This docum ent is p rodu ced by Ca rdno (Qld) Pt y Ltd sole ly for th e ben efit of and u se by th e client
Locked Bag 4006, Fortitude Valley QLD 4006 in a ccorda nce with th e ter ms of the re tainer . Cardn o (Qld ) Pty Ltd d oes no t and shall not assume
Tel: 07 3369 9822 Fax: 07 3369 9722 an y respo nsibility or lia bilit y whatsoe ver to any th ir d pa rty ar isin g out of any use or relian ce by a ny
thir d par ty on the con tent o f this do cumen t.
The text continues on page 59.