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Appendix F - Flood Study
Attached to the e-mail Multiple Housing Type 3 Retirement & Special Needs (48 units) - MCU18/0009.
Flood Study
Noosa Care - Carramar
Flood Study
Noosa Care - Carramar
WE17064
Prepared for
NoosaCare Inc
24 July 2017
24 July 2017 Cardno i
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Page 2
Flood Study
Noosa Care - Carramar
Contact Information Document Information
Cardno Ltd Prepared for NoosaCare Inc
Cardno
Project Name Noosa Care - Carramar
ABN 70 108 112 303
File Reference WE17064_Carramar_Tewant
in_Flood_Study_v2.docx
Level 11
515 St Paul’s Terrace Job Reference WE17064
Fortitude Valley QLD 4006
Date 24 July 2017
Australia
Version Number 2
www.cardno.com
Phone 07.3369.9822
Fax 07 3369 9722
Author(s):
Lisa Pomeroy Effective Date 24/07/2017
Engineer
Approved By:
Nadia Guterres Date Approved 24/07/2017
Senior Engineer
Document History
Version Effective Description of Revision Prepared by: Reviewed by:
Date
1 17/07/2017 Draft for Review Lisa Pomeroy Nadia Guterres
2 24/07/2017 For client review Lisa Pomeroy Nadia Guterres
© Cardno. 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 1
1.1 Summary 1
1.2 Site Description 1
1.3 Scope of Work 2
2 Available Information 3
2.1 Digital Terrain Model 3
2.2 Aerial Photography 4
2.3 Previous Models 4
3 Hydrology 5
3.1 RORB 5
3.1.1 RORB Parameters 6
3.1.2 RORB Validation 6
4 Hydraulic Model 8
4.1 Model Setup 8
4.1.1 Grid Cell Size 8
4.1.2 Model Extent 8
4.1.3 Inflows 8
4.1.4 Roughness 8
4.1.5 Cross-sections 9
4.1.6 Dam 9
4.1.7 Road Levels 9
4.1.8 Structures 9
5 Results 11
5.1 Comparison with Previous Modelling 11
5.1.1 Peak Flows 11
5.1.2 Peak Water Levels 11
5.2 Climate Change 11
5.3 Culvert Blockage 13
5.4 Regional Flood Levels 13
5.5 Minimum Floor Levels 14
5.6 Local Road Immunity 15
5.7 Proposed Development 15
6 Conclusion 16
Tables
Table 3-1 Rational Method Parameters 6
Table 3-2 Hydrology Validation 7
Table 4-1 Manning’s n Roughness Values 9
Table 5-1 Flow Comparison 11
Table 5-2 Flood Level Comparison 11
Table 5-3 Climate Change Peak Water Levels 12
Table 5-4 Local and Regional Flood Model Results 14
Table 5-5 Minimum Floor Levels Required 15
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Figures
Figure 1-1 Site Location (Nearmap, 2017) 1
Figure 2-1 DEM with Aerial Photography 3
Figure 2-2 2006 Flood Study Cross-section Locations 4
Figure 3-1 RORB Model Setup 5
Figure 3-2 Catchment Area 7
Figure 4-1 Hydraulic Model Setup 10
Figure 5-1 Comparison Points around Site 13
Figure 5-2 Local and Regional 1% AEP Flood Extents with Climate Change 14
Figure 6-1 1% AEP Climate Change Flood Extent 19
Figure 6-2 10% AEP Climate Change Flood Extent 19
Figure 6-3 1% AEP Climate Change Peak Flood Depth 19
Figure 6-4 10% AEP Climate Change Peak Flood Depth 19
Figure 6-5 1% AEP Climate Change Flood Extent (Zoomed) 19
Figure 6-6 10% AEP Climate Change Flood Extent (Zoomed) 19
Figure 6-7 1% AEP Climate Change Peak Flood Depth (Zoomed) 19
Figure 6-8 10% AEP Climate Change Peak Flood Depth (Zoomed) 19
Appendices
Appendix A FLOOD INFORMATION CERTIFICATE
Appendix B NOOSA COUNCIL REGIONAL FLOOD MAPPING
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1 Introduction
1.1 Summary
A local flood study for the site was conducted by Cardno in 2006. The purpose of the study was to determine
the 1% Annual Exceedance Probability (AEP) local flood levels for the Noosa Care Carramar site. This flood
study was conducted using the 1D modelling program HEC RAS. Due to improvements in available flood
assessment since this time, and the potential impacts of climate change, the local flood study was required to
be updated. The results of the recent Noosa River Flood Study 2016 (WMA Water) were also required to be
referenced for relevant regional flood model levels.
The site is located at Lot 2 on RP177554, known as 186 Cooroy-Noosa Road. The site has an area of 4.047
hectares and has an existing aged care facility located on the western half of the site. Additional buildings are
proposed to be constructed on the site as part of a 48 bed dementia village. The location of the site is shown
on Figure 1-1.
The Flood Information Certificate from Noosa Council is provided in Appendix A.
Figure 1-1 Site Location (Nearmap, 2017)
1.2 Site Description
The site is located near the corner of Carramar Street and Cooroy-Noosa Road, Tewantin. The site is bound
to the south by Cooroy-Noosa Road, to the east by a tributary of Wooroi Creek and to the north and west by
residential allotments.
A dam is located on the tributary, with the dam wall located near the downstream boundary of the site. The
tributary merges with Wooroi Creek upstream of the crossing of Golf Course Drive and Griffith Avenue. Figure
1-1 shows the locations of the creek and tributary in relation to the site.
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The catchment of Wooroi Creek consists predominantly of State Forest, with residential areas to the north of
Cooroy-Noosa Road. The catchment area of the tributary running through the site, upstream of Cooroy-Noosa
Road, is 32.9 hectares. The total catchment area of Wooroi Creek at Golf Course Drive is 502.9 hectares.
1.3 Scope of Work
The scope of work includes the following:
> Develop a 1D/2D hydraulic model based on:
- Incorporation of LiDAR and other survey data to create a Digital Terrain Model (DTM) of the
catchment; and
- Develop a hydrology model to create inflows to use in the hydraulic model.
> Use the hydraulic model to assess extent and depth of flooding for the 1% and 10 % AEP climate change
events;
> Provide the 1% and 10% AEP local flood levels; and
> Obtain regional flood level information from Council.
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2 Available Information
2.1 Digital Terrain Model
A DTM has been compiled from the LiDAR data obtained from the Department of Natural Resources and
Mines (DNRM). The digital elevation model (DEM) was constructed as a rectangular grid of elevations
sampled from this DTM.
The DEM defines the topography of the catchment and has been used in the hydrological analysis to delineate
the catchment / sub-catchments. Within the hydraulic modelling, the DEM has been used to define the 2D
model topography and to report hydraulic model results.
The DEM extents used within the study area is shown in Figure 2-1. A 4 metre grid cell size has been adopted.
Figure 2-1 DEM with Aerial Photography
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2.2 Aerial Photography
Aerial Photography was obtained from Nearmap.
2.3 Previous Models
In 2006, Cardno undertook a flood study for the site and surrounding area using HEC-RAS, which is a one
dimensional flood model. The site survey at the cross-sections shown in Figure 2-2 was able to be referenced
in the setup of the updated flood study. The previous 1% AEP peak flows, flood levels and extent of inundation
were also able to be referenced.
Since the original 2006 flood study was set up, there have been significant improvements to the quality of
available data and modelling techniques.
Figure 2-2 2006 Flood Study Cross-section Locations
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3 Hydrology
3.1 RORB
The hydrological model RORB (Version 6.31) was used to define the model inflows. RORB calculates flood
hydrographs from storm rainfall hyetographs and can be used for modelling natural, part urban and fully urban
catchments. The Australian Rainfall and Runoff 1987 (AR&R87) methodology was used in the calculation of
hydrographs. The RORB model setup is shown in Figure 3-1.
Catchment boundaries have been established based on topographic and drainage information. Sub-catchment
boundaries and characteristics (slope) have been developed directly from the DEM.
Figure 3-1 RORB Model Setup
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3.1.1 RORB Parameters
A full range of rainfall event durations has been run for the 10% and 1% AEP climate change events. This was
to ensure that the peak event was captured for the inflow into the hydraulic model.
An initial and continuing loss approach was adopted to represent the expected losses from the design storm
events. An initial loss of 15.0 mm and a continuing loss of 2.5 mm/hr were adopted. The parameters adopted
for this study are provided in Table 3-1, which has been validated using the Rational Method.
The AR&R 2016 Intensity Frequency Duration (IFD) data was used to define the rainfall intensities for use in
the hydrology model. To account for the impact of climate change the rainfall intensities were increased by 20
percent.
3.1.2 RORB Validation
As there was no stream flow gauge within the catchment, there was no opportunity to calibrate the rainfall and
runoff model (RORB) using known flow hydrographs and rainfall.
Validation of the RORB model was undertaken using the Rational Method at the outlet point of the catchment.
The Bransby-Williams method was used to calculate the time of concentration.
Table 3-1 below shows the Rational Method parameters adopted, with validation results presented in
Table 3-2. The C10 values adopted are in line with the parameters used in the 2006 flood study.
Table 3-1 Rational Method Parameters
Total Catchment
Catchment Area (ha) 503
Fraction Impervious 0.24
Runoff Coefficient (C10) 0.76
Time of Concentration (min) 77.5
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Figure 3-2 Catchment Area
A kc value of 1.97 for the 10% AEP and 1.84 for the 1% AEP gave the best match to the Rational Method
discharges without underestimating flow at the outlet. A non-linearity factor ‘m’ of 0.8 was adopted.
Table 3-2 compares the peak flow values from RORB to the results of the Rational Method. The values indicate
that the hydrologic model is generating consistent peak flows compared to the Rational Method.
Table 3-2 Hydrology Validation
1% AEP Peak Flow
AEP
(m3/s)
(%)
Rational Method RORB
10 68.8 68.8
1 122.9 122.6
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4 Hydraulic Model
The 1D2D modelling system, TUFLOW, was used to compute the channel/river and overland flow components
of the flood study. TUFLOW is a suite of advanced numerical engines and supporting tools used for simulating
free-surface water flow for urban waterways, rivers, floodplains, estuaries and coastlines. The TUFLOW
engines are widely adopted, proving industry leaders in solving all hydrodynamic process using 1D, 2D and
3D solutions.
The hydraulic model consists of two main hydraulic components:
Key structures (1D); and
2D grid of the surface topography (including roads and the dam).
A summary of the model elements and inputs is as follows:
Key crossings have been represented in the 1D TUFLOW modelling.
Overland flow paths have been represented in the 2D TUFLOW modelling.
Model Boundary conditions:
o Flow hydrographs derived within the hydrological RORB model have been extracted and
incorporated into the hydraulic model as appropriate boundary conditions;
o The downstream boundary has been modelled as a Head vs Flow relationship.
4.1 Model Setup
4.1.1 Grid Cell Size
The hydraulic model topographical grid is a key component of the model and was constructed from the DEM
(Section 2.1). A grid cell size of 4 m was adopted for the model area.
This size was considered a fine enough resolution to appropriately define topographical features such as roads
and open drains whilst remaining computationally efficient.
4.1.2 Model Extent
The hydraulic model has been extended upstream of the site to allow for flood storage on the southern side of
Cooroy-Noosa Road. Figure 4-1 shows the model extent.
4.1.3 Inflows
Inflows have been incorporated into the TUFLOW model as Flow/Time dependent 2D boundary conditions.
The locations of the 2D inflow locations into the model are illustrated in Figure 4-1. The inflows were generated
using a RORB model of the catchment (Section 2.1). Inflows for the tributary were located upstream of Cooroy-
Noosa Road, so that the storage provided by this crossing could be properly accounted for.
4.1.4 Roughness
Within the hydraulic model, a Manning’s ‘n’ parameter was used to describe the hydraulic roughness. The
hydraulic roughness for the overland flow model was described using a two-dimensional map of Manning’s 'n'
values. This was developed by digitising different land-use zones from the aerial photography and cadastre
within a GIS environment. Error! Reference source not found. summarises the variety of land-uses present
in the catchment and adopted hydraulic roughness parameters assumed for each.
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Table 4-1 Manning’s n Roughness Values
Land Use Manning’s ‘n’
Roads 0.02
Golf course 0.03
Dense Vegetation 0.12
Easements 0.06
Urban 0.2
Buildings 0.5
4.1.5 Cross-sections
Cross-sections from the flood study undertaken in 2006 have been used in defining Wooroi Creek and the
tributary to the east of the study site. From a comparison of the LiDAR data against the cross sections,
modification of the 2D grid was undertaken to reflect the bottom level of the cross sections.
4.1.6 Dam
A dam is located on the tributary near the downstream boundary of the site. From the survey data, the main
dam embankment is graded from 8.2 mAHD to 8.0 mAHD, with the spillway level at 7.53 mAHD. The dam has
been modelled using these levels.
4.1.7 Road Levels
The LiDAR data obtained for the study agreed well with the levels used in the 2006 study.
4.1.8 Structures
Dimensions of key hydraulic structures have been obtained from the Noosa Council Interactive Mapping
website. These have been represented using 1D elements in the hydraulic model. The location of structures
is shown in Figure 4-1.
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Figure 4-1 Hydraulic Model Setup
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Legend
Hydraulic model boundary
JF
2D Bounday conditions
Pipes
U
Elevation (mAHD)
HEB <3 © 75
TE 127 © 43
HB 15 © 127
PO 107 © 15
[PP 102 to 107
96 to 10.2
89 to
DO ez
Hg >
Hi cs»
|
Hg =:
r
Figure 4-1 Hydraulic Model Setup
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5 Results
5.1 Comparison with Previous Modelling
5.1.1 Peak Flows
The peak flows generated in the 2017 model match well with the 2006 study, as shown in Table 5-1.
Table 5-1 Flow Comparison
1% AEP Peak Flow
Flow Comparison (m3/s)
Location
2006 Flood Study RORB
Location A/
10.0 12.4
Cooroy Noosa Road
Location C /
122.7 122.8
Golf Course Drive
5.1.2 Peak Water Levels
The peak water levels were compared to the results of the 2006 study, as shown in Table 5-2. The location
of the cross-sections is provided in Figure 2-2.
The site is located between cross-sections 3 and 4 on the East Tributary branch. The peak water levels match
well with the results of the original flood study, particularly for the area immediately around the site. At cross-
sections 4 and 6 a range of water levels from the 2D model has been provided as the water levels are variable
in these locations. Cross-section 4 is located around the dam outlet and cross-section 6 is located at the
confluence of the two streams.
Table 5-2 Flood Level Comparison
Water level
2006 Flood Study
(m AHD) Difference
(m)
1% AEP 1% AEP
Branch Cross-section Chainage
(2006) (2017)
Wooroi Creek 1 780 8.13 8.35 0.22
Wooroi Creek 2 540 7.10 7.66 0.46
East Tributary 3 900 8.45 8.50 0.05
East Tributary 4 700 7.45 7.11 to 8.06 -
East Tributary 5a 520 7.42 7.05 -0.37
East Tributary 5 480 7.10 7.02 -0.08
Confluence 6 440 7.00 6.92 to 7.37 -
Confluence 7 240 6.82 6.97 0.15
Confluence 8 0 6.53 6.59 0.06
5.2 Climate Change
Since the original 2006 flood study was prepared, it is now required to consider the potential impacts of climate
change when defining the flood levels for a site. The 1 and 10% AEP climate change events were therefore
analysed. The resultant peak water levels at the original cross-section locations are provided in Table 5-3.
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Table 5-3 Climate Change Peak Water Levels
Climate Change Water level
2006 Flood Study
(m AHD)
Branch Cross-section Chainage 10% AEP 1% AEP
Wooroi Creek 1 780 8.06 8.56
Wooroi Creek 2 540 7.41 7.86
East Tributary 3 900 8.44 8.57
East Tributary 4 700 6.93 to 8.04 7.29 to 8.09
East Tributary 5a 520 - 7.26
East Tributary 5 480 6.75 7.25
Confluence 6 440 6.73 to 7.09 7.22 to 7.60
Confluence 7 240 6.71 7.18
Confluence 8 0 6.43 6.71
Comparison Points around Site
A 8.14 8.21
B 8.16 8.24
C 8.35 8.44
D 8.38 8.56
E 9.38 9.94
The dam controls the peak water levels for the majority of the site. Water level comparison points around the
site are provided in Figure 5-1. The resultant 10% and 1% AEP peak water levels are provided in Table 5-3.
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Figure 5-1 Comparison Points around Site
The peak water level and depth figures for the 1 and 10% AEP climate change events are provided in Figures
6-1 to 6-8. The flood mapping is more accurate than the flood extent mapping from the 2006 flood study as
the peak flood levels have been calculated at each cell, rather than interpolated between 1D cross-sections,
and properly account for the flood behaviour of the dam.
5.3 Culvert Blockage
A range of culvert blockage factors was analysed. The results showed that complete blockage of the
downstream Carramar Street culverts had negligible impact on the peak water levels within the site.
5.4 Regional Flood Levels
The Flood Information Certificate (Appendix A) indicates that there is no historical information regarding flood
levels for this property. The 1% AEP with climate change regional flood levels for the site range from 8.3 mAHD
at the northern site boundary to 10.3 mAHD at the southern site boundary.
The regional 1% AEP flood extent mapping, obtained from Noosa Council Interactive Mapping is provided in
Appendix B. The regional 1% AEP inundation extent, compared to the local 1% AEP inundation extent, is
shown below in Figure 5-2. The yellow area is the regional flood extent and the blue line is the local flood
extent.
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Figure 5-2 Local and Regional 1% AEP Flood Extents with Climate Change
As shown in Figure 5-2, the regional model 1% AEP flood inundation extent matches well with the results of
the local flood model for the majority of the site. However, at the Cooroy-Noosa Road culvert outlet, there is
a steep rise in water levels in the regional flood model extent mapping. This is likely due to the performance
of this 1D structure in the regional hydraulic model and/or erroneous location of a model inflow, and is not
considered to be representative of the flood behaviour in this area. The more detailed local flood modelling
has demonstrated that the peak water levels downstream of the culvert outlet are not as variable. The regional
peak flood level of 8.3 mAHD at the northern boundary matches well with the results of the local flood
modelling. The proposed buildings are located 30 metres away from the area of flood level discrepancy.
The regional flood model levels at the comparison points in Figure 5-1 have been determined based on the
regional flood mapping and LiDAR data. An advanced flood search would be required to confirm these levels.
Error! Reference source not found. shows that the flood levels on this site are higher in the regional flood
model. At points A and B there is minimal difference between the regional and local flood models. However,
the regional flood model levels are higher at all points. Therefore, the minimum floor levels for this site will be
dictated by the regional flood model levels.
Table 5-4 Local and Regional Flood Model Results
1% AEP Peak Water Level with Climate Change (mAHD)
Comparison Point
Regional Flood Model Local Flood Model
A 8.3 8.21
B 8.3 8.24
C 8.8 8.44
D 9.8 8.56
5.5 Minimum Floor Levels
The minimum floor levels to be adopted for the proposed development will be governed by the regional flood
model levels.
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Based on the proposed layout the minimum floor levels for each building (refer Figure 5-2) are provided in
Table 5-5.
As indicated on the Flood Information Certificate (Appendix A), a higher minimum floor level may be applicable
for Aged Residential Care Facilities, and Noosa Council will need to provide further advice as to what minimum
floor levels are required. At the time of report writing, no confirmation of required freeboard levels had been
provided. Residential buildings typically require 300mm of freeboard.
Table 5-5 Minimum Floor Levels Required
Building Number Minimum Floor Level (mAHD)
1 8.3 + freeboard
2 8.3 + freeboard
3 8.3 + freeboard
4 8.3 + freeboard
5 8.5 + freeboard
6 8.5 + freeboard
7 8.5 + freeboard
5.6 Local Road Immunity
In both the 1% and 10% AEP climate change flood events, Cooroy-Noosa Road is not inundated. Therefore,
sufficient access to the site is provided. Carramar Street has 10% AEP climate change flood immunity.
5.7 Proposed Development
As shown in Figures 6-1 to 6-8, the sites of buildings 3, 4 and 5 are inundated in the 1 and 10% AEP flood
events. The design of the buildings will therefore need to ensure that flood free access to each building is
provided, that any car parking has sufficient flood immunity and that the proposed development does not result
in a loss of flood storage. The results of the local flood modelling showed that relatively low peak velocities
are observed where buildings are proposed, due to the backwater effects of the dam. The peak 1% AEP
velocity is 0.4 m/s. If earthworks are necessary, then additional modelling to demonstrate that the development
does not cause flood level impacts for surrounding areas may be required. This analysis is beyond the scope
of the current study.
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6 Conclusion
The updated local flood study has determined the extent of flooding around the site in the 1 and 10% AEP
climate change events. The 1% AEP flood levels within the site range from 8.21 to 8.56 mAHD.
Council’s regional flood model reports higher flood levels. The regional flood model levels should therefore be
referenced in determining the minimum floor levels for the development. The applicable flood level for each
building is provided in Table 5-5. The amount of freeboard for the use as an Aged Care Residential Facility is
required to be confirmed with Council. Freeboard of 300mm is required for standard residential development.
The extent of flood inundation has shown that the sites of buildings 3, 4 and 5 are inundated in the 1 and 10%
AEP flood events. The design of the buildings will therefore need to ensure that flood free access to each
building is provided, that any car parking has sufficient flood immunity and that the proposed development
does not result in a loss of flood storage.
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Noosa Care - Carramar
FIGURES
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Noosa Care - Carramar
cJy Cardna
Shaping the Future
Page 22
FILE: \\Aubnecfs07\wrc$\WE17064 - Carramar Tewantin Flood Study\_Project_Material\GIS\Workspaces\Results_Figures.wor
Legend
Study area
Model area boundary
Cadastre
Flood extent
Proposed development
Date FLOOD STUDY
DATE PLOTTED: 11/07/2017 BY: LP
© Cardno Limited All Rights Reserved.
11/07/2017
This document is produced by Cardno Limited solely for the
benefit of and use by the client in accordance with the
Size
1% AEP WITH CLIMATE CHANGE MAXIMUM FLOOD EXTENT
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 terms of the retainer. Cardno Limited does not and shall not
Level 11, 515 St Paul's Terrace assume any responsibility or liability whatsoever to any
A3 NOOSA AGED CARE CARRAMAR
Fortitude Valley, QLD 4006 third party arising out of any use or reliance by third party
Tel: 07 3369 9822 Fax: 07 3369 9722 on the content of this document. REV 0
Web: www.cardno.com.au 0 100
FIGURE 6-1
meters
Page 23
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Legend
Study area
Model area boundary
Cadastre
Flood extent
Proposed development
FLOOD STUDY
DATE PLOTTED: 11/07/2017 BY: LP
Date
© Cardno Limited All Rights Reserved.
11/07/2017
This document is produced by Cardno Limited solely for the
benefit of and use by the client in accordance with the
Size
10% AEP WITH CLIMATE CHANGE MAXIMUM FLOOD
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 terms of the retainer. Cardno Limited does not and shall not
Level 11, 515 St Paul's Terrace assume any responsibility or liability whatsoever to any
A3 NOOSA AGED CARE CARRAMAR
Fortitude Valley, QLD 4006 third party arising out of any use or reliance by third party
Tel: 07 3369 9822 Fax: 07 3369 9722 on the content of this document. REV 0
Web: www.cardno.com.au 0 100
FIGURE 6-2
meters
Page 24
Legend
Study area
Cadastre
Model area boundary
Proposed development
Maximum depth (m)
3 to 10
1 to 3
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0.8 to 1
0.7 to 0.8
0.6 to 0.7
0.5 to 0.6
0.4 to 0.5
0.3 to 0.4
0.25 to 0.3
0.2 to 0.25
0.15 to 0.2
0.1 to 0.15
FLOOD STUDY
DATE PLOTTED: 11/07/2017 BY: LP
Date
© Cardno Limited All Rights Reserved.
This document is produced by Cardno Limited solely for the
11/07/2017 1% AEP WITH CLIMATE CHANGE MAXIMUM FLOOD
benefit of and use by the client in accordance with the
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 terms of the retainer. Cardno Limited does not and shall not Size
Level 11, 515 St Paul's Terrace assume any responsibility or liability whatsoever to any NOOSA AGED CARE CARRAMAR
Fortitude Valley, QLD 4006 third party arising out of any use or reliance by third party A3
Tel: 07 3369 9822 Fax: 07 3369 9722 on the content of this document. REV 0
Web: www.cardno.com.au 0 100
FIGURE 6-3
meters
Page 25
Legend
Study area
Cadastre
Model area boundary
Proposed development
Maximum depth (m)
3 to 10
1 to 3
FILE: \\Aubnecfs07\wrc$\WE17064 - Carramar Tewantin Flood Study\_Project_Material\GIS\Workspaces\Results_Figures.wor
0.8 to 1
0.7 to 0.8
0.6 to 0.7
0.5 to 0.6
0.4 to 0.5
0.3 to 0.4
0.25 to 0.3
0.2 to 0.25
0.15 to 0.2
0.1 to 0.15
FLOOD STUDY
DATE PLOTTED: 11/07/2017 BY: LP
Date
© Cardno Limited All Rights Reserved.
This document is produced by Cardno Limited solely for the
11/07/2017 10% AEP WITH CLIMATE CHANGE MAXIMUM FLOOD DEPTH
benefit of and use by the client in accordance with the
Cardno (QLD) Pty Ltd | ABN 57 051 074 992 terms of the retainer. Cardno Limited does not and shall not Size
Level 11, 515 St Paul's Terrace assume any responsibility or liability whatsoever to any NOOSA AGED CARE CARRAMAR
Fortitude Valley, QLD 4006 third party arising out of any use or reliance by third party A3
Tel: 07 3369 9822 Fax: 07 3369 9722 on the content of this document. REV 0
Web: www.cardno.com.au 0 100
FIGURE 6-4
meters
Page 26
FILE: \\Aubnecfs07\wrc$\WE17064 - Carramar Tewantin Flood Study\_Project_Material\GIS\Workspaces\Results_Figures.wor
Legend
Study area
Cadastre
Model area boundary
Flood extent
Proposed development
FLOOD STUDY
DATE PLOTTED: 11/07/2017 BY: LP
Date
© Cardno Limited All Rights Reserved.
This document is produced by Cardno Limited solely for the
11/07/2017
1% AEP WITH CLIMATE CHANGE MAXIMUM FLOOD EXTENT (ZOOMED)
benefit of and use by the client in accordance with the
terms of the retainer. Cardno Limited does not and shall not NOOSA AGED CARE CARRAMAR
Cardno (QLD) Pty Ltd | ABN 57 051 074 992
Level 11, 515 St Paul's Terrace assume any responsibility or liability whatsoever to any Size
Fortitude Valley, QLD 4006 third party arising out of any use or reliance by third party REV 0
Tel: 07 3369 9822 Fax: 07 3369 9722 on the content of this document. A3 0 100
Web: www.cardno.com.au FIGURE 6-5
meters
Page 27
FILE: \\Aubnecfs07\wrc$\WE17064 - Carramar Tewantin Flood Study\_Project_Material\GIS\Workspaces\Results_Figures.wor
Legend
Study area
Cadastre
Model area boundary
Flood extent
Proposed development
FLOOD STUDY
DATE PLOTTED: 11/07/2017 BY: LP
Date
© Cardno Limited All Rights Reserved.
This document is produced by Cardno Limited solely for the
11/07/2017
10% AEP WITH CLIMATE CHANGE MAXIMUM FLOOD EXTENT (ZOOMED)
benefit of and use by the client in accordance with the
terms of the retainer. Cardno Limited does not and shall not NOOSA AGED CARE CARRAMAR
Cardno (QLD) Pty Ltd | ABN 57 051 074 992
Level 11, 515 St Paul's Terrace assume any responsibility or liability whatsoever to any Size
Fortitude Valley, QLD 4006 third party arising out of any use or reliance by third party REV 0
Tel: 07 3369 9822 Fax: 07 3369 9722 on the content of this document. A3 0 100
Web: www.cardno.com.au FIGURE 6-6
meters
Page 28
Legend
Study area
Cadastre
Model area boundary
Proposed development
Maximum depth (m)
3 to 10
1 to 3
0.8 to 1
0.7 to 0.8
FILE: \\Aubnecfs07\wrc$\WE17064 - Carramar Tewantin Flood Study\_Project_Material\GIS\Workspaces\Results_Figures.wor
0.6 to 0.7
0.5 to 0.6
0.4 to 0.5
0.3 to 0.4
0.25 to 0.3
0.2 to 0.25
0.15 to 0.2
0.1 to 0.15
FLOOD STUDY
DATE PLOTTED: 11/07/2017 BY: LP
Date
© Cardno Limited All Rights Reserved.
This document is produced by Cardno Limited solely for the
11/07/2017
1% AEP WITH CLIMATE CHANGE MAXIMUM FLOOD DEPTH (ZOOMED)
benefit of and use by the client in accordance with the
terms of the retainer. Cardno Limited does not and shall not NOOSA AGED CARE CARRAMAR
Cardno (QLD) Pty Ltd | ABN 57 051 074 992
Level 11, 515 St Paul's Terrace assume any responsibility or liability whatsoever to any Size
Fortitude Valley, QLD 4006 third party arising out of any use or reliance by third party 0 100 REV 0
Tel: 07 3369 9822 Fax: 07 3369 9722 on the content of this document. A3
Web: www.cardno.com.au FIGURE 6-7
meters
Page 29
Legend
Study area
Cadastre
Model area boundary
Proposed development
Maximum depth (m)
3 to 10
1 to 3
0.8 to 1
0.7 to 0.8
FILE: \\Aubnecfs07\wrc$\WE17064 - Carramar Tewantin Flood Study\_Project_Material\GIS\Workspaces\Results_Figures.wor
0.6 to 0.7
0.5 to 0.6
0.4 to 0.5
0.3 to 0.4
0.25 to 0.3
0.2 to 0.25
0.15 to 0.2
0.1 to 0.15
FLOOD STUDY
DATE PLOTTED: 11/07/2017 BY: LP
Date
© Cardno Limited All Rights Reserved.
This document is produced by Cardno Limited solely for the
11/07/2017
10% AEP WITH CLIMATE CHANGE MAXIMUM FLOOD DEPTH (ZOOMED)
benefit of and use by the client in accordance with the
terms of the retainer. Cardno Limited does not and shall not NOOSA AGED CARE CARRAMAR
Cardno (QLD) Pty Ltd | ABN 57 051 074 992
Level 11, 515 St Paul's Terrace assume any responsibility or liability whatsoever to any Size
Fortitude Valley, QLD 4006 third party arising out of any use or reliance by third party 0 100 REV 0
Tel: 07 3369 9822 Fax: 07 3369 9722 on the content of this document. A3
Web: www.cardno.com.au FIGURE 6-8
meters
Page 30
Flood Study
Noosa Care - Carramar
Noosa Care - Carramar
APPENDIX
A
FLOOD INFORMATION CERTIFICATE
24 July 2017 Cardno 1
Page 31
Noosa Council documents
Flood Information Certificate
This certificate is issued in response to an information request for a property which is located within the
geographical boundaries of Noosa Council.
Applicants Name Cardno (Qld) Pty Ltd Issue Date 11 July 2017
Applicants Address Locked Bag 4006 Property Number 148228
FORTITUDE VALLEY QLD Property
Lot 2 RP 177554
4006 Description
Address 186 Cooroy Noosa Rd
TEWANTIN QLD 4565
Our Reference Cer17/2003
Email Address [email protected] Issuing Officer Monkeith Kadhum
Your Reference WE17064
This certificate is issued in response to an enquiry for the above property:
REGISTERED OWNER/S NAME: Noosacare Inc
Southern Boundary: 10.3m AHD
DEFINED FLOOD LEVEL:
Northern Boundary: 8.3m AHD
DEFINED FLOOD EVENT: 1% AEP Under 2100 Climate Change Conditions
SOURCE OF INFORMATION: Noosa River Flood Study 2016, WMA Water
HIGHEST HISTORICAL FLOOD A flood level has not been recorded for this property
LEVEL:
LOCATION DESCRIPTION OF
A flood level has not been recorded for this property
RECORDED HISTORICAL EVENT:
DATE OF HISTORICAL EVENT: A flood level has not been recorded for this property
FREEBOARD: 0.3m
MINIMUM FLOOR LEVEL: Southern Boundary: 10.6m AHD
(as required by The Noosa Plan) Northern Boundary: 8.6m AHD
THIS CERTIFICATE IS VALID FOR 6 MONTHS FROM DATE OF ISSUE.
Velocity note:
The subject property is located in an active water flow area and the velocity of the water is up to 2.5m/s for the 1%
AEP Design Flood Event.
www.noosa.qld.gov.au [email protected] T 07 5329 6500
PO Box 141 Tewantin Qld 4565 ABN 97 969 214 121
Flood Information Certificate (FSCV3-0809) Page 1 of 3
Document Set ID: 20352219
Version: 1, Version Date: 11/07/2017 Print Date: 11 July 2017, 12:40 PM
Page 32
Noosa Council documents
CLIMATE CHANGE
The advice provided in this certificate is based upon information relating to historically recorded flood events and future climate
condition. The defined flood event incorporates an allowance for climate change for the 1% AEP at year 2100. Climate
change projections include increased rainfall intensity, higher mean sea level and more extreme weather conditions (e.g.
storm surge and tropical cyclones).
NOTES FOR FLOOD INFORMATION
1. The absence of Highest Historical Flood Level information does not imply that the above property is not
subject to flooding, simply that Council has no record of this property flooding. Applicants are encouraged to
make their own local enquiries.
2. In accordance the self-assessable (detached) house code, the MINIMUM FLOOR LEVEL is calculated as
whichever is greater of either:
(a) 300mm freeboard added to the Defined Flood Level for the site; or
(b) 500 mm freeboard added to the Highest Historical Flood Level appropriate to the site; or
(c) If the property is intended for use as a Hospital, Aged Residential Care Facility or Emergency
Services Facility then the Council should be contacted to determine this level.
3. Council advises that if stormwater drainage pipelines/easements exist on the property then no earthworks or
building are permitted in the easement.
4. All buildings shall conform to the relevant Planning Scheme Code in The Noosa Plan.
5. Please be aware of the natural topography in your area. Water runoff which exceeds the capacity of the
underground drainage system (if present) and which concentrates in surface depressions and gullies as it
flows down a catchment can cause localised flooding and is not identified in this certificate.
6. Filling must not cause actionable nuisance in accordance with Queensland Urban Drainage Manual.
7. Council advises that if there are openings to basements these openings require a minimum level at least
equal to the minimum floor level.
8. Please be aware that the reported flood information may vary in the future as new data becomes available.
www.noosa.qld.gov.au [email protected] T 07 5329 6500
PO Box 141 Tewantin Qld 4565 ABN 97 969 214 121
Flood Information Certificate (FSCV3-0809) Page 2 of 3
Document Set ID: 20352219
Version: 1, Version Date: 11/07/2017 Print Date: 11 July 2017, 12:40 PM
Page 33
Noosa Council documents
DISCLAIMERS
Flood information provided by Council should only be used as a guide to the extent of flooding on the property. This
information may be inaccurate or incomplete and it is recommended that purchasers make their own local enquiries with
regard to the flooding and drainage history of the site. NO LIABILITY IS ACCEPTED FOR THIS INFORMATION.
The property information supplied does not represent the highest probable flood level that could occur on this property. A
flood more severe than the level described above may occur, although such events would be extraordinary.
The absence of flood information does not imply that the above property is not subject to flooding, simply that Council has no
flood information for this property flooding.
If there is a history of flooding or drainage issues we recommend you seek professional advice on this matter.
COUNCIL ACCEPTS NO RESPONSIBILITY FOR THE ACCURACY OF THIS INFORMATION
GLOSSARY OF TERMS
Term Definition
Applicant The individual/s requesting a flood search to be completed for a specified property.
The individual/s that are registered by Council as owning the property for which a flood
Registered Owners
search is requested.
The Australian Height Datum (AHD) is the reference level for defining reduced levels
AHD adopted by the National Mapping Council of Australia. The level of 0.0 m AHD is
approximately mean sea level.
Defined Flood Level A water level derived through mathematical modelling of the Defined Flood Event.
Terminology consistent with State Planning Policy (SPP, 2003) which states “Defined Flood
Defined Flood Event Event is the flood event adopted by a local government for the management of development
in a particular locality”.
The Annual Exceedance Probability is the likelihood of occurrence of a flood or storm tide
inundation event of a given size or larger in any one year, usually expressed as a
percentage. For example, if an event has an AEP of 1%, it means that there is a 1% risk
1% AEP (i.e. probability of 0.01 or a likelihood of 1 in 100) of this event occurring in any one year. A
1% AEP event should not be interpreted as only occurring once in 100 years.
This flood event is also commonly called the 100 year ARI (Average Recurrence Interval) or
Q100.
Is a reference to the document summarising the results of the anticipated flooding relevant
Source of Information
to this location.
Highest Historical Flood
The highest flood water level from all historic events for which Council has records.
Level
Location Description of
A description of the site where the Highest Historical Flood Level was recorded.
Recorded Historical Event
Date of Historical Event The date on which the Highest Historical Flood Level occurred.
The minimum floor level calculated in accordance with the Town Plan through the addition
Minimum Floor Level of the relevant freeboard to the Defined Flood Level and the Highest Historical Flood Level.
Council requires that the higher of these two levels be used as the minimum floor level.
Where a ‘regulation line’ has been set by Council to define the limit to which development
Flood Regulation Line
may encroach onto a floodplain, development is undertaken outside such ’regulation line’.
Rainfall Intensity The amount of rainfall occurring in a unit of time, usually expressed in millimetres/hour.
A tidal datum; the arithmetic mean of hourly heights of the sea at the tidal station observed
Mean Sea Level
over a period of time (preferably 19 years). Source: BOM This is approximately 0.0 m AHD
The elevation of water generated by a tropical cyclone above or below the normal
Storm Surge
astronomical tide.
A tropical cyclone is a low-pressure system which develops in the tropics and is sufficiently
Tropical Cyclones intense to produce sustained winds of at least 63 km/h or greater and gusts in excess of 90
km/h near the centre.
A factor of safety usually expressed as a height above the adopted Defined Flood Level. A
Freeboard freeboard tends to compensate for factors such as wave action and historical and modelling
uncertainties.
www.noosa.qld.gov.au [email protected] T 07 5329 6500
PO Box 141 Tewantin Qld 4565 ABN 97 969 214 121
Flood Information Certificate (FSCV3-0809) Page 3 of 3
Document Set ID: 20352219
Version: 1, Version Date: 11/07/2017 Print Date: 11 July 2017, 12:40 PM
Page 34
Flood Study
Noosa Care - Carramar
Noosa Care - Carramar
APPENDIX
B
NOOSA COUNCIL REGIONAL FLOOD MAPPING
24 July 2017 Cardno 2
Page 35
Noosa Shire Council does not warrant the accuracy of information in this publication and any person using or relying 24/07/2017
upon such information does so on the basis that Noosa Shire Council shall bear no responsibility or liability
whatsoever for any errors, faults, defects or omissions in the information.
1:2000