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REPORT
2 Arakoon Crescent, Sunshine Beach
Coastal Hazards Assessment
Client: Catherine and Chris Fung (c\- Adapt Town Planning)
Reference: PA3303
Status: S0/P01.01
Date: 13 February 2023
Document Set ID: 22343537
Version: 1, Version Date: 16/03/2023
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Full text of sections 2 to 42 (of 70)
Section 2
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HASKONINGDHV NEDERLAND B.V.
,
Industry & Buildings
Trade register number: 56515154
email E
royalhaskoningdhv.com W
Document title: 2 Arakoon Crescent, Sunshine Beach
Document short title: 2 Arakoon Crescent, Sunshine Beach
Reference: PA3303
Status: P01.01/S0
Date: 13 February 2023
Project name: 2 Arakoon Crescent, Sunshine Beach
Project number: PA3303
Classification
Internal use only
Unless otherwise agreed with the Client, no part of this document may be reproduced or made public or used for any
purpose other than that for which the document was produced. HaskoningDHV Nederland B.V. accepts no
responsibility or liability whatsoever for this document other than towards the Client.
Please note: this document contains personal data of employees of HaskoningDHV Nederland B.V.. Before
publication or any other way of disclosing, this report needs to be anonymized.
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Section 3
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Revision history
Revision Date Description Prepared Checked Approved
D1 10/02/2023 Final Draft C Wharton P Prenzler P Prenzler
R1 20/02/2023 Final C Wharton P Prenzler P Prenzler
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Section 4
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Contents
1 Introduction 6
2 Site Description 7
2.1 Development Proposal 7
2.2 Site Inspection 8
2.3 Geotechnical Investigations 8
2.4 Survey 8
3 Historical Aerial Photograph Analysis 9
3.1 Satellite Imagery 13
4 Queensland Planning Framework 17
4.1 Planning Act 2016 17
4.2 Coastal Management Mapping 17
5 Coastal Processes 20
5.1 Tides and Storm Tide 20
5.1.1 Astronomical Tides 20
5.1.2 Sea Level Rise 20
5.1.3 Storm Tide 21
5.2 Wave Climate 21
5.3 Sediment Transport 23
6 Erosion Prone Area 24
6.1 Erosion Prone Area Reassessment 24
6.1.1 Long-term Erosion (N x R) 25
6.1.2 Short-term Erosion (C) 26
6.1.3 Recession due to Sea Level Rise (S) 29
6.1.4 Dune Scarp Component 30
6.1.5 Summary of the Erosion Prone Area Reassessment 31
7 Coastal Building Line 33
8 Conclusion 34
9 References 35
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Section 5
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Table of Tables
Table 1 Noosa Head Tidal Planes (Maritime Safety Queensland, 2023) 20
Table 2 Adopted Storm Tide Levels (excluding wave setup) for Sunshine Beach 21
Table 3 Summary of Long-Term Recession Results from BMT (2018) 25
Table 4 Design Storm Events for Short-term Beach Erosion Assessment 27
Table 5 Predicted Short-term Erosion - Sunshine Beach 28
Table 6: Summary of Shoreline Recession due to Sea Level Rise. 30
Table 8 Summary of Dune Scarp 31
Table 9 Reassessed Erosion Prone Area for 2 Arakoon Crescent, Sunshine Beach 31
Table of Figures
Figure 1 Site Location 7
Figure 2 1972 Aerial Photograph (qimagery.information.qld.gov.au) 9
Figure 3 1974 Aerial Photograph (qimagery.information.qld.gov.au) 10
Figure 4 1981 Aerial Photograph (qimagery.information.qld.gov.au) 10
Figure 5 1988 Aerial Photograph (qimagery.information.qld.gov.au) 11
Figure 6 1994 Aerial Photograph (qimagery.information.qld.gov.au) 11
Figure 7 1999 Aerial Photograph (qimagery.information.qld.gov.au) 12
Figure 8 2004 Aerial Photograph (qimagery.information.qld.gov.au 12
Figure 9 2017 Aerial Photograph (qimagery.information.qld.gov.au 13
Figure 10: DEA recession analysis near the site. 14
Figure 11 DEA Annual Coastlines near the site. 15
Figure 12: CoastSat shoreline position timeseries approximately 10m south of the site. 16
Figure 13 Coastal Management District (source: SARA DA Mapping System) 18
Figure 14 Erosion Prone Area (source: SARA DA Mapping System) 18
Figure 15 Coastal Building Line (source: SARA DA Mapping System) 19
Figure 15 Wave Rose for Sunshine Beach (BMT, 2013) 22
Figure 16 Offshore Significant Wave Height Design Curves (BMT, 2013) 22
Figure 18 Sketch of pre-storm and predicted post-storm profiles based on Vellinga (1983) 26
Figure 19 100-year ARI storm profile at 2 Arakoon Crescent for current climate 28
Figure 20 Extreme storm event profile at 2 Arakoon Crescent for current climate 28
Figure 21 Conceptualisation of recession due to sea level rise due to Bruun Rule 29
Figure 22 Dune slumping assessment 30
Figure 23 Extent of the reassessed erosion prone area 32
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Section 6
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Appendices
Appendix A: Development Proposal
Appendix B: Erosion Prone Area Plans
Appendix C: Site Survey by Minstaff Survey Pty Ltd
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Section 7
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1 Introduction
Royal HaskoningDHV (RHDHV) has been engaged by Catherine and Chris Fung, the owner of 2 Arakoon
Crescent (Lot 783 on RP48111), Sunshine Beach to undertake a coastal hazards assessment in relation
to the subject property.
The owner intends to renovate the existing house on the property with the footprint extending partly
seaward of the Coastal Building Line setback area. Therefore, the site is subject to assessment by Noosa
Shire Council and the State Assessment Referral Agency (SARA) in relation to coastal hazards.
The assessment reported herein provides a site-specific assessment of erosion hazard risk, including a
reassessment of the erosion prone area width and an assessment of the beach erosion likely to occur due
to an extreme storm events. Accordingly, it provides an estimate of erosion vulnerability along this section
of beach and will be used to address the assessment criteria considered by Noosa Shire Council and the
SARA. It should be noted that that the reported erosion prone area is an estimate of erosion vulnerability
and does not consider the likely planning response to beach erosion for previously developed coastal
areas.
Previous development applications for other properties in the Sunshine Beach area had considered the
extent of erosion likely to occur with an extreme storm event. These previous development applications
were determined through a Planning and Environment Court ordered mediation processes between the
applicants and Noosa Shire Council. For the previous development applications, an extreme event
consisting of; a 500-year ARI storm tide level, sea level rise of 0.8 metres and a 100-year ARI significant
wave height. This was agreed through mediation and adopted as the criteria for the design of the building
foundations.
The assessment in this report has adopted the same criteria as the assessment methodology for the
previous development applications along Sunshine Beach.
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Section 8
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2 Site Description
The site is an 850 square metre residential property located at 2 Arakoon Crescent (Lot 783 on RP48111),
Sunshine Beach, see Figure 1. The site slopes away from Arakoon Crescent towards the dunes that
adjoin Sunshine Beach, with a change in elevation from Arakoon Crescent to the rear property boundary
of approximately 8 metres. The rear property boundary that adjoins the dune is elevated at approximately
19 metres above Australian Height Datum (AHD).
Sunshine Beach is located south of Noosa Head and has an east-south-easterly aspect with exposure to
waves from the north-east through to south-east. The site is approximately 750 metres south of Noosa
Headland which has a significant influence on coastal processes and longshore sand transport along this
section of coastline.
Figure 1 Site Location
2.1 Development Proposal
The subject property is currently occupied by an existing house. It is proposed to undertake a full
renovation of the existing building.
The architectural drawings of the renovations are presented in Appendix A.
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2.2 Site Inspection
A site inspection was undertaken by Paul Prenzler and Courtney Wharton of RHDHV on 30 January 2023,
to observe the site conditions and undertake field measurements of the beach.
The ‘seaward toe of the frontal dune’ was mapped using a handheld GPS to assist with determining the
erosion prone area width at the site. The ‘seaward toe of the frontal dune’ was determined based on the
guidance provided in the ‘Coastal Hazards Technical Guide’ (Department of Environment and Heritage
Protection, 2013) and the notes of NOS3A dated 8 July 2015 prepared by the Department of Environment
and Science (refer Appendix B). Figure 1 shows the ‘seaward toe of the frontal dune’ on Sunshine
Beach near the subject site.
The distance from the rear property boundary of the site to the toe of the frontal dune approximately 60
metres.
2.3 Geotechnical Investigations
The geotechnical conditions at the site have been undertaken by Tectonic Geotechnical Pty Ltd. The
geotechnical investigation will include the design of the house foundations, including foundation type and
capacity with consideration of potential beach erosion.
2.4 Survey
Survey of the site and adjoining beach system was undertaken by Minstaff Survey Pty Ltd on the 5th
January 2023. The survey is presented in Appendix C.
The survey has been supplemented with bathymetry survey captured in 2020 as part of the Great Barrier
Reef project (Beaman, 2020) to describe the beach profile through the surf zone to the depth of closure.
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3 Historical Aerial Photograph Analysis
Aerial photography has been reviewed to understand the historical extents of beach movement at the site.
Figures 2 to 9 show the aerial photographs for 1972, 1974, 1981, 1988, 1994, 1999, 2004 and 2017
together with the toe of the frontal dune captured by hand-held GPS in January 2023.
The beach was in an eroded state in 1971 and 1974, which was due to a high number of tropical cyclones
impacting the south-east Queensland coastline during the late 1960’s and early 1970’s. The 1974 aerial
photograph shows the beach in its most eroded state in the photographic record and outcrops of indurated
sand (i.e. coffee rock) can be seen adjacent to the dune vegetation.
From the 1981 photograph onwards the beach is seen to be recovering. In 2017 the beach was at its most
accreted state however from 2017 to 2023 Sunshine Beach has experience some erosion. Therefore,
Sunshine beach is currently in a recovery phase and its current position show in Figure 1 (based on
Nearmaps imagery from November 2022). This is evident through the seaward and landward
progradation of primary and secondary dune vegetation.
There were 18 tropical cyclones within 200 kilometres of the site between 1960 and 1979, seven tropical
cyclones between 1980 and 1999, and three tropical cyclones since 2000. The reduced number of
tropical cyclones affecting the southeast Queensland region since 1980 is reflected in the beach recovery
observed during this period.
Figure 2 1972 Aerial Photograph (qimagery.information.qld.gov.au)
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Figure 3 1974 Aerial Photograph (qimagery.information.qld.gov.au)
Figure 4 1981 Aerial Photograph (qimagery.information.qld.gov.au)
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Figure 5 1988 Aerial Photograph (qimagery.information.qld.gov.au)
Figure 6 1994 Aerial Photograph (qimagery.information.qld.gov.au)
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Figure 7 1999 Aerial Photograph (qimagery.information.qld.gov.au)
Figure 8 2004 Aerial Photograph (qimagery.information.qld.gov.au
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Figure 9 2017 Aerial Photograph (qimagery.information.qld.gov.au
3.1 Satellite Imagery
Satellite imagery can be used to determine shoreline position and behaviour from 30+ years of satellite
imagery. Satellite platforms include Landsat 5 (1984 - 2013), 7 (1999 - present), 8 (2013 - present) and
Sentinel-2 (2015 - present), with pixel resolution ranging between 10m and 15m and image capture
varying from 5 to 16 days.
Two independent tools have been developed to analyse the satellite imagery, which are:
1. CoastSat a Python tool that enables extraction of shoreline position from individual satellite
images at any coastline worldwide using sub-pixel extraction methods (Vos et al., 2019a, 2019b).
While the horizontal errors for detected shoreline range have been reported to be between 7.3m
and 12.7m Root Mean Square Error (RMSE) considering individual images, the bias of the data is
much lower (Vos et al., 2019a). As such, the temporal resolution of the data means that signals
can be discerned at seasonal and greater timescales.
2. Digital Earth Australia (DEA) is a tool to accurately map the boundary between land and water
(the ‘waterline’) (Bishop-Taylor et al, 2019). The tool uses the same sub-pixel extraction method
as CoastSat. However, DEA combines aerials to provide a single, annualised shoreline position
and is therefore suited to determining long-term trends.
Outputs from both CoastSat and DEA are available online, with key outputs for the coastline adjacent to
the site are provided in Figure 10 to Figure 12.
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Figure 10 from DEA indicates that the position of the shoreline in the immediate vicinity of the site has
prograded by approximately 0.4 metres annually (±0.3 metres at 95% confidence interval). However,
minimal progradation (less than ±0.1m/yr) is reported at transects nearby to the north and south. Further,
the location/s where accretion is reported (i.e. blue dots in Figure 10) generally coincides with the location
of drainage channels across the beach. The shoreline position from the DEA dataset in Figure 11
indicates that the beach has generally been stable from 1990 to present (only ~30m of shoreline
movement). At locations where progradation has been reported in Figure 10, the shoreline was generally
further landward in 1988 with rapid progradation from 1988 to 1989. Given the progradation during this
time was localised, it is inferred that freshwater flows and/or rip heads caused localised erosion of the
beach around 1988, which is otherwise stable. The localised erosion at commencement of the reporting
interval has resulted in the reported accretion.
The CoastSat time series in Figure 12 indicates that the shoreline at this location was relative stable.
Figure 12 indicates the shoreline fluctuated by approximately ±30m from the mean shoreline position
annually, some of which may be due to the RSME of the dataset. However, it is likely that episodic
recession and progradation would occur due to annual beach rotation and storm events.
Care should be taken when analysing shoreline recession to ensure the data captures long term trends
rather than annual or interdecadal variability. Long-term shoreline recession is adopted as 0m/yr.
Figure 10: DEA recession analysis near the site.
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Figure 11 DEA Annual Coastlines near the site.
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Figure 12: CoastSat shoreline position timeseries approximately 10m south of the site.
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4 Queensland Planning Framework
The planning framework in Queensland is supported by the Planning Act 2016 which outlines the plan-
making system that guides strategic planning and development assessment. In relation to coastal
development there are specific requirements that are discussed in the following sections.
4.1 Planning Act 2016
The Planning Act 2016 details the planning and development approval framework for Queensland. In
relation to this application, the proposed house footprint is a trigger to consider building works seaward of
a coastal building line.
The Planning Act 2016 includes provision for the State Development Assessment Provisions (SDAP) to
form the assessment criteria for development assessed by the Queensland Government. Performance
Outcome 6 of SDAP State Code 8 states, “In areas where a coastal building line is present, building work
is located landward of the coastal building line unless coastal protection work has been constructed to
protect the development”. This is the only performance outcome that relates to a Coastal Building Line.
4.2 Coastal Management Mapping
The Coastal Protection and Management Act 1995 provides for the declaration of erosion prone areas,
coastal management districts and coastal building lines, which are used as triggers for development
approvals under the Planning Act 2016.
The site is located within three coastal management mapping layers prepared by the Queensland
Government Department of Environment and Science. These mapping layers are:
Coastal management district (see Figure 13);
Coastal area - erosion prone area (see Figure 14); and
Coastal building line (see Figure 15).
The State Planning Policy (dsdmipprd.blob.core.windows.net/general/spp-july-2017.pdf) requires local
governments, including Noosa Shire Council, to base their planning scheme mapping on the above
mapping. The specific details of the erosion prone area and coastal building line for this site will be further
discussed in Sections 6 and 7.
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Figure 13 Coastal Management District (source: SARA DA Mapping System)
Figure 14 Erosion Prone Area (source: SARA DA Mapping System)
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Figure 15 Coastal Building Line (source: SARA DA Mapping System)
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5 Coastal Processes
The coastal processes of interest to this investigation are water levels (including sea level rise
predictions), wave conditions, and sediment transport processes.
5.1 Tides and Storm Tide
The water levels of interest for a reassessment of the erosion prone area include the astronomical tide,
storm tide and the predicted rise in mean sea level associated with climate change. The following
sections describe the water levels adopted for the assessment.
5.1.1 Astronomical Tides
Sunshine Beach experiences semi-diurnal tides with a tidal range of 1.4 metres at spring tides. Table 1
presents the published tidal planes for Noosa Head (Maritime Safety Queensland, 2023) which are
considered consistent with conditions at Sunshine Beach, due to the proximity.
Table 1 Noosa Head Tidal Planes (Maritime Safety Queensland, 2023)
Water Level Water Level
Tidal Plane
(m above LAT) (m AHD)
Highest Astronomical Tide 2.28 1.157
Mean High Water Spring 1.78 0.657
Mean High Water Neap 1.45 0.327
Mean Sea Level 1.06 -0.063
Mean Low Water Neap 0.71 -0.413
Mean Low Water Spring 0.38 -0.743
Lowest Astronomical Tide - -1.123
5.1.2 Sea Level Rise
The effects of climate change associated with emission of greenhouse gases has caused a rise in mean
sea level above pre-industrial levels, and sea levels are predicted to continue to rise into the future. The
Queensland Government has adopted a predicted sea level rise of 0.8 metres by the year 2100 above
present day mean sea level. It is noted that BMT (2018) adopted the following sea level rise allowances
(above present day mean sea level) as part of phase 3 of the Coastal Hazard Adaptation Strategy
(CHAS):
0.2 metres by 2040,
0.5 metres by 2070, and
0.8 metres by 2100.
The adopted sea level rise allowances are consistent with industry practice and will be used for this
assessment.
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5.1.3 Storm Tide
Storm tide is the total water level associated with the combination of the normal astronomical tide and the
tidal surge from a storm event (e.g., tropical cyclone). There have been several previous storm tide
studies undertaken for the Sunshine Coast with the most recent being the ‘Sunshine Coast Storm Tide
Study’ (Aurecon, 2013). The design storm tide levels determined by Aurecon (2013) for the 100, 500 and
1000-year ARI events are presented in Table 2.
Noosa Shire Council has undertaken a broad-scale reassessment of coastal hazards from Peregian
Beach to Teewah Beach as part of the ‘Noosa Shire Council Coastal Hazards Risk, Vulnerability and
Adaptation Assessment’ (BMT, 2018). The 100-year ARI storm tide level of 1.74m AHD was adopted by
BMT (2018) for the reassessment of the erosion prone area width at Sunshine Beach.
To address the SDAP (Performance Outcome 6 of State Code 8) outlined in Section 4.1 the vulnerability
of the proposed property and house to an extreme storm events has been considered and assessed. As
discussed in the introduction, a 500-year ARI storm tide level has been adopted for the extreme analysis
with an allowance for climate change induced sea level rise of 0.8 metres. The extreme event
assessment is discussed further in Section 6.1.2.
Table 2 Adopted Storm Tide Levels (excluding wave setup) for Sunshine Beach (Aurecon, 2013)
Current Climate
Return Period
Storm Tide Level
(years ARI)
(m AHD)
100 1.74
500 1.84
1000 1.89
5.2 Wave Climate
The wave climate at Sunshine Beach is influenced by both locally wind-generated sea and ocean swell.
Sea describes wind generated waves where wind energy is still being transferred to the ocean. Swell
describes wind generated waves that have travelled out of their generating area. Swell characteristically
exhibits smoother, more regular, and uniform crests and a longer period than sea. In open coastal areas
sea waves generated by local winds are often superimposed on swell waves.
The wave climate for Sunshine Beach has been previously reported by BMT (2013), ‘Coastal Processes
Study for the Sunshine Coast’ prepared for the Sunshine Coast Regional Council. Wave roses shown by
BMT WBM (2013) indicate that the wave climate for Sunshine Beach is dominated by waves from the
east-southeast direction (refer Figure 16).
The design offshore significant wave heights for the Sunshine Coast have been previously published by
BMT (2013), refer Figure 17. For this assessment a 100-year ARI offshore significant wave height of 6.2
metres has been adopted to be consistent with the ‘Coastal Processes Study for the Sunshine Coast’
prepared by BMT (2013).
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Figure 16 Wave Rose for Sunshine Beach (BMT, 2013)
Figure 17 Offshore Significant Wave Height Design Curves (BMT, 2013)
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5.3 Sediment Transport
Sand is transported over time in a net northerly direction along the Sunshine Coast, driven by the
prevailing south-easterly wave climate in a process known as littoral drift or longshore sediment transport.
The average longshore littoral transport rate at Sunshine Beach has previously been estimated at 23,300
cubic metres annually (BMT, 2013).
Noosa Head, at the northern end of Sunshine Beach, is a control feature that influences sand transport
processes. The net northerly littoral transport of sand along Sunshine Beach is interrupted by the
headland which traps sand on the southern side (i.e. Sunshine Beach) until such time that the beach to
the south is effectively “full” at which point some sediment bypassing of the headland will occur. Noosa
Head also provides protection to Sunshine Beach from waves from the northeast quadrant that will be
more prevalent during the summer cyclone season.
It is also likely that Noosa Head would assist with post-storm event beach recovery of Sunshine Beach
through the trapping of long-term net northerly littoral transport of sand and associated rebuilding of the
beach system towards a beach full state. The location of the site relative to Noosa Heads, and ongoing
littoral transport process, ensure that (in the absence of sea level rise) the foreshore at the site will
fluctuate within a steady state envelope of positions; subject to short term storm erosion events, but long
term always accretes towards a beach full state controlled by the headland.
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6 Erosion Prone Area
The erosion prone area identifies land that may be vulnerable to coastal erosion or tidal inundation over a
100-year planning period and are declared under section 70 of the Coastal Protection and Management
Act 1995.
The ‘Coastal Hazards Technical Guide’ (Department of Environment and Heritage Protection, 2013)
provides guidance on the calculation of an erosion prone area. The erosion prone area width is based on
the following:
short-term erosion from extreme storm events (e.g., a tropical cyclone);
a dune scarp component to accommodate slumping of the erosion scarp following short-term
erosion;
long-term erosion associated with a deficit in sediment supply;
shoreline recession due to sea level rise; and
a 40% safety factor.
The Erosion prone area is calculated using the following equation:
𝐸 𝑁 𝑅 𝐶 𝑆 1 𝐹 𝐷 Equation 1
Where:
E= Erosion Prone Area (metres)
N= planning period (years)
R= rate of long-term erosion (metres/year)
C= short-term erosion from the design storm event (metres)
S= recession due to sea level rise (metres)
F= factor of safety (0.4)
D= Dune scarp component to allow for slumping of the erosion scarp (metres)
The calculation of the erosion prone area assumes:
the beach and dune consist of unconsolidated loose sand with uniform physical characteristics;
physical features (e.g., headland) do not influence sand movement;
the duration of storm events is sufficient to allow for an equilibrium storm beach profile to develop;
and
the long-term erosion trend is independent of recession due to sea level rise.
6.1 Erosion Prone Area Reassessment
The declared erosion prone area for the Noosa Shire Council area is provided on Department of
Environment and Science Plan Number NOS3A dated 8 July 2015 (refer Appendix B). This shows an
erosion prone area width for Sunshine Beach of 175 metres measured inland from the seaward toe of the
frontal dune.
Noosa Shire Council has completed a Coastal Hazard Adaptation Study (CHAS) through the QCoast2100
program. Phase 3 of the CHAS involved refining coastal hazard mapping, including reassessment of the
erosion prone area. The study was undertaken by BMT (2018). It should be noted that the reassessment
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by BMT (2018) was at a beach compartment scale and did not provide site-specific estimation of erosion
vulnerability.
The following sections will review each component of the Erosion prone area based on site specific
conditions.
6.1.1 Long-term Erosion (N x R)
The long-term erosion component is based on the selected planning period (N) and the average annual
rate of long-term erosion (R).
In relation to the planning period, the Department of Environment and Heritage Protection (2013) states,
“The long-term erosion component (excluding sea level rise) of the calculation is often cyclical in nature
and typically of a decadal scale. For this reason, it is considered the estimated annual rate of long-term
erosion is only applied for a 50-year period”. Where there is no clear evidence of long-term erosion
trends, the Department recommends a nominal provision of 10 metres.
The annual rate of long-term erosion (R) reflects changes to sediment supply to a beach and where there
is a long-term deficit in sediment supply this results in a longer-term recession of the shoreline. BMT
(2018) has calculated the long-term erosion rate for Sunshine Coast at beach profile line ETA 602. Table
3 provides a summary of BMT (2018) estimated long-term erosion for 2040, 2070 and 2100.
Table 3 Summary of Long-Term Recession Results from BMT (2018)
Annual Recession Long-Term Recession (m)
Beach Survey Profile
Rate (m/year) 2040 (N=23) 2070 (N=53) 2100 (N=3)
Sunshine Beach ETA 602.0 0.03 0.7 1.6 2.5
BMT (2018) calculated an annual long-term erosion rate of 0.03 metres/year for Sunshine Beach.
However, the subject site is located approximately 210m south of Noosa Headland which will influence the
sediment transport processes along this section of coast by trapping the long-term net northerly littoral
transport of sand (discussed in Section Error! Reference source not found.). This is supported by the
assessment of aerial and satellite imagery presented in Section 3 which has shown recovery and
progradation of the beach adjacent to the site since severe storm event related erosion in the early 1970’s.
Further, Section 3 highlights sensitivities associated with reporting intervals for long term recession and
the need to select suitable start and end dates for any analysis, which are not influenced by episodic
erosion events.
It is noted that BMT (2018) had adopted a nominal 10m value for long-term erosion for erosion prone area
calculation over a 100-year planning period and this is in accordance with the Department of Environment
and Heritage Protection (2013) methodology. This is consistent with the Department of Environment and
Heritage Protection (2013) methodology. However, it does not consider the effect of the site’s proximity to
Noosa Headland which will reduce long-term erosion.
Long-term erosion of 0 metres is considered more realistic given the influence of Noosa Headland which
would act in a similar fashion to a groyne by trapping sand moving north along the coast with the
prevailing south-easterly wave climate.
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6.1.2 Short-term Erosion (C)
The Department of Environment and Heritage Protection (2013) recommends the calculation of short-term
erosion based on a 100-year ARI storm event using the method developed by Vellinga (1983). Figure 18
shows a conceptual representation of the erosion and accretion zones associated with storm induced
erosion predicted by Vellinga (1983). The Department provides the following recommendation in relation
to defining a storm event:
“For a tide-dominated coast where storm tide levels can be large, the parameters
adopted for the minimum design storm are:
storm tide level corresponding to an average recurrence interval of 1-in-
100 years; and,
wave height for a moderate storm using the 1-in-20-year significant wave
height (Hs).
However, for wave-dominated coastlines where extreme storm tide levels can be
relatively minor, such as the Gold Coast, the significant wave height and duration
of the storm event are major factors influencing short term erosion, rather than
storm tide. Hence it may be necessary to consider a larger wave event (for
example, a storm event with a 1-in-100 ARI) and a moderate storm tide level.
Decisions on appropriate parameters to be used must be based on local
conditions and the experience of the coastal engineer undertaking the
assessment.”
Figure 18 Sketch of pre-storm and predicted post-storm profiles based on Vellinga (1983)
In relation to the probability of such an event occurring the Department of Environment and Heritage
protection (2013) states:
“Although the abovementioned probability of occurrence may appear to be fairly
high, it is considered that this choice is reasonable when considered in
conjunction with the method used to determine erosion prone area widths. This
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method implies that the erosion prone area has sufficient width to accommodate
the design storm erosion in 100 years’ time, when all of the estimated long-term
erosion has occurred. Therefore, it also follows that for much of the 100-year
planning period, the erosion prone area is sufficient to accommodate a larger
storm than the one selected for design purposes. In fact, in the most critical last
10 years of such a planning period, there is only a 10% probability of occurrence
of the design storm. Thus, the risk of a storm breaching the entire erosion prone
area at some time during the 100-year period will be significantly less than 63%.”
BMT (2018) adopted a combination of a 100-year ARI Storm Tide level and 100-year ARI significant wave
height as the design storm event for the reassessment of erosion prone areas with Noosa Shire Council.
It should be noted that the joint probability of a combined 100-year ARI storm tide and 100-year ARI
significant wave height is likely to be significantly greater than a 100-year ARI storm event. This
combination of design storm tide level and wave height will be adopted for the site-specific reassessment
of the erosion prone area reported herein.
An additional assessment of short-term erosion will be undertaken for a more extreme event to assess the
vulnerability of the proposed house and pool to assist with foundation design. The design parameters for
the assessment of the short-term beach erosion and scenarios are presented in Table 4.
Table 4 Design Storm Events for Short-term Beach Erosion Assessment
Storm Event
Storm Component
100-year ARI Extreme Event
Significant Wave Height 6.2m 6.2m
1.84m AHD
Storm Tide 1.74m AHD
(500 year ARI storm tide)
Sea Level Rise - 0.8m
Figure 19 and Table 5 present the results of the modelled storm erosion associated with the above 100-
year ARI design storm event. This shows storm erosion of 22 metres measured from HAT position on the
current beach profile (pre-storm profile) to the toe of the erosion scarp.
The extreme event scenario adopted in Table 4 incorporates the impact associated with a 0.8m increase
in mean sea level in addition to a 500 year ARI storm tide event (i.e. 1.84m AHD). This provides for a total
water level of 2.64m AHD for this assessment and therefore incorporates additional erosion associated
with the adopted sea level rise projection. This allowance for sea level rise is consistent with the
Queensland Government policy for the planning period to 2100.
Figure 20 and Table 5 present the results of the modelled storm erosion associated with the extreme
design event. This shows a storm erosion cut of 47 metres is predicted to occur and will be used to inform
slope stability assessment and foundation design by the geotechnical engineering consultants, Tectonic
Geotechnical Pty Ltd.
13 February 2023 2 ARAKOON CRESCENT, SUNSHINE BEACH PA3303 27
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Figure 19 100-year ARI storm profile (Vellinga, 1983) at 2 Arakoon Crescent for current climate
Figure 20 Extreme storm event profile (Vellinga, 1983) at 2 Arakoon Crescent for current climate
Table 5 Predicted Short-term Erosion - Sunshine Beach
Design Water Level Significant Wave Height Predicted Short-term Erosion
Design Event
(m AHD) (m) (m)
100-year ARI Event 1.74 6.2 22
Extreme Event 2.64 6.2 47
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6.1.3 Recession due to Sea Level Rise (S)
As discussed in Section 5.1.2, sea levels are predicted to rise in response to climate change and the
Queensland Government have adopted a sea level rise of 0.8 metres above present day mean sea level
by the year 2100. The Department of Environment and Heritage Protection (2013) requires the shoreline
response to sea level rise be considered when assessing erosion prone area widths. An industry
standard practice for the assessment of shoreline recession due to sea level rise is to apply the ‘Bruun
Rule’ (Bruun, 1962), see Figure 21.
Figure 21 Conceptualisation of recession due to sea level rise due to Bruun Rule (Bruun, 1962)
The Bruun Rule assumes an equilibrium beach profile is maintained with rising sea level resulting in an
elevation and landward movement of the profile, as shown in Figure 21. The Bruun Rule is given by:
𝑟 Equation 2
Where:
r= shoreline recession due to sea level rise (m)
B= horizontal distance of the active beach profile (m)
a= rise in mean sea level (m) 0.8
D= vertical height of the active beach profile (m)
The Bruun Rule assumes that:
1. the beach and dune consist of a uniform and loose sand material. It cannot be applied to rocky
headlands or hard coasts;
2. the beach responds to an elevated sea level such that an equilibrium profile is always attained;
3. the beach is stable in the long term (i.e. there is no net accretion or recession). Gradients in
longshore sediment transport are ignored; and,
4. all the eroded sediment is redistributed along the profile in the cross-shore direction.
The geotechnical assessment, which is supported by aerial photography from 1974, has shown the
underlying soil profile includes indurated sand layers (i.e., coffee rock), which may slow recession rates.
Further, as discussed in Section 5.3, net northerly sediment transport is observed along this section of the
coastline and Noosa Head is a control feature that blocks the northern passage of sand.
The assessment of recession due to sea level rise is presented in Table 6. The profile adopted has been
based on site survey supplemented with bathymetry survey captured in 2020 as part of the Great Barrier
13 February 2023 2 ARAKOON CRESCENT, SUNSHINE BEACH PA3303 29
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Reef project (Beaman, 2020). Based on the information available, an active beach height of 36 metres has
been adopted from the depth of closure of -12m AHD to the dune height at the rear of the subject property
of 24m AHD. This provides an active beach profile width of 565 metres.
Recent research undertaken by Geoscience Australia (2021) indicates that 76% of the north-eastern coast
of Australia has been stable from 1988 to present with 11.3% retreating by more than 0.3m/year and
12.8% accreting by more 0.3m/year. Similar trends are observed at all locations around Australia, except
for the western coast and north-western coast. During this period, sea level rise is reported to be
approximately 2-3mm/yr (5-10cm from 1988 to present). The observations from Geoscience Australia to
not match to hypothesis of long-term recession due to sea level rise predicted by the Brunn rule.
Therefore, there is uncertainty and potentially conservatism in this approach. However, it is consistent with
the Department of Environment and Heritage Protection (2013) requirements.
Table 6: Summary of Shoreline Recession due to Sea Level Rise.
Profile Width Dune Height Depth of Closure 2100 Shoreline Recession
Beach
(m) (m AHD) (m AHD) (m)
Sunshine Beach 565 24 -12 13
6.1.4 Dune Scarp Component
Immediately following storm erosion events on sandy beaches, a near vertical erosion scarp of substantial
height can be left in the dune or beach edge. Over time the near vertical erosion scarp will slump to the
natural angle of repose of the sand. Since the short term erosion only accounts for shoreline recession
due to wave runup for cases where the foreshore is not overtopped, the Queensland Hazard Technical
Guide (DEHP, 2013) recommends adding this dune scarp component when calculating erosion width.
Dune slumping erosion is calculated by taking the (0, 0) location on the erosion profile line and using the
angle of response for sand dunes to find the dune slumping potential (Figure 22). The angle of repose for
dry sand is 35o and this has been used to determine the dune scarp component of the erosion prone area.
The results of the assessment are summarised in Table 7 below.
Figure 22 Dune slumping assessment
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Table 7 Summary of Dune Scarp
Design Event Dune Scarp (m) Dune Slumping (m)
100-year ARI Event 2.5 1.15
Extreme Event 4.2 2.1
6.1.5 Summary of the Erosion Prone Area Reassessment
The erosion prone area reassessment for this appeal has been undertaken in accordance with the
Department of Environment and Heritage Protection (2013) requirements with a planning period of 100
years to accommodate the asset lifespan of the proposed house. We have also considered the effect of
shoreline recession due to 0.8 metres of sea level rise, short-term erosion associated with a 100-year ARI
storm event and dune scarp recession.
The site-specific erosion prone area calculated for the site is 90 metres measured from the seaward toe of
the frontal dune. The components of the erosion prone area for 2 Arakoon Crescent, Sunshine Beach are
presented in Table 8 and the spatial extents are shown in Figure 23.
Table 8 Reassessed Erosion Prone Area for 2 Arakoon Crescent, Sunshine Beach
Erosion Prone Area Component 100- year ARI Event Extreme Event
Long-term Erosion (m) 0 0
Short-term Erosion (m) 22 47
Recession due to 0.8m SLR (m) 13 13
Safety Factor 1.4 1.4
Dune scarp slumping (m) 1.15 2.1
Erosion prone area Width (m) 50 90
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Figure 23 Extent of the reassessed erosion prone area
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7 Coastal Building Line
Coastal building lines were introduced as a planning control by the former Beach Protection Authority
under the provisions of the Beach Protection Act 1968 (repealed) and have been continued through
transitional provisions in the Coastal Protection and Management Act 1995. The Coastal Building Line is
an arbitrary line placed over properties with the intention to accommodate natural erosion and accretion
processes associated with storm events (i.e. the short-term erosion component of the erosion prone area).
Coastal Building Lines are declared under section 66 of the Coastal Protection and Management Act
1995. The Coastal Building Line at 2 Arakoon Crescent is located 15 metres landward of the seaward
property boundary (refer Figure 23). It is used as a development trigger under the Planning Act 2016 for
assessment of building works within a Coastal Management District against the provisions of the State
Development Assessment Provisions (SDAP).
Performance Outcome PO6 of SDAP State Code 8 states, “In areas where a coastal building line is
present, building work is located landward of the coastal building line unless coastal protection work has
been constructed to protect the development”. The following points should be considered in the response
to this performance outcome:
The assessment of erosion vulnerability presented in this report has been based on the ‘Coastal
Hazards Technical Guide’ (Department of Environment and Heritage Protection, 2013) to
calculated erosion prone area width for this site. The proposed building is located outside of the
calculated erosion prone area calculated herein.
An assessment of storm erosion associated with an extreme event consisting of a 500-year ARI
storm tide, 100-year ARI significant wave height and sea level rise of 0.8 metres, has also been
undertaken which indicated that the proposed house is not likely to be impacted by beach erosion
or slope instability under this scenario, based on present beach conditions.
The proposed building has been sited along the same alignment as the existing buildings on the
neighbouring properties to the north of the site (i.e. 4 Arakoon Crescent).
This siting and design of the proposed house has considered the erosion vulnerability and is considered to
comply with this Performance Outcome PO6 of SDAP State Code 8 as it achieves the protection required
for the building from the storm events considered in Section 6.1.2.
Figure 20 shows the extent of short-term erosion and dune scarp recession for an extreme storm event
consisting of a 500-year ARI storm tide level, climate change induced sea level rise and a 100-year ARI
significant wave height. The site is located outside of the zone that may be vulnerable to short-term
erosion and as such it is unlikely that the coastal building line would have been applied to the site by the
former Beach Protection Authority with the information currently available.
13 February 2023 2 ARAKOON CRESCENT, SUNSHINE BEACH PA3303 33
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8 Conclusion
A detailed coastal engineering assessment has been undertaken to assess the vulnerability to erosion of
the beach adjacent to 2 Arakoon Crescent, Sunshine Beach, Noosa Shire. The methodology adopted for
this report is based on best practice and is appropriate for risk assessment in relation to the proposed
development and the coastal hazard associated with beach erosion for the section of beach in the vicinity
of 2 Arakoon Crescent, Sunshine Beach.
This assessment has found that the subject property and house is unlikely to be subject to erosion from
the sea during the expected asset lifespan (i.e. 60 years for a residential house) based on an extreme
event described in Table 4. It should be noted that the beach is currently in a state of recovery, with the
toe of the frontal dune more landward then usual and when combined with a safety factor of 1.4, the
erosion prone area assessment is conservative. The assessment also found that the proposed
development will not impact on the future coastal management option for this section of Sunshine Beach.
The results from this assessment have determined a site-specific slope stability assessment is not
required (Figure 20). However, advice from a Geotechnical expert to inform the design the house is
recommended to accommodate the management measures in the Landslide Risk Management Manual
(Australian Geomechanics, 2007) are considered and adopted where suitable.
Construction of the proposed house at 2 Arakoon Crescent, Sunshine Beach as shown in Appendix A,
with appropriate foundation design, would not adversely impact coastal processes and would not affect
the future coastal management options for this section of Sunshine Beach.
13 February 2023 2 ARAKOON CRESCENT, SUNSHINE BEACH PA3303 34
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9 References
Allen, M., & Callaghan, J. (2001). Extreme Wave Conditions for the South Queensland Coastal Region -
Environmental Technical Report No. 32. Brisbane: Queensland Environmental Protection Agency.
Aurecon. (2013). Sunshine Coast Storm Tide Study - Storm Tide Definition. Brisbane: Aurecon.
Beach Protection Authority. (1984). Hervey Bay Beaches. Brisbane: Queensland Goverment.
Beaman, R. J. (2020). High-resolution depth model for the Great Barrier Reef - 30 m. Canberra:
Geoscience Australia.
BMT. (2013). Coastal Processes Study for the Sunshine Coast. Brisbane: BMT.
BMT. (2018). Noosa Shire Council Coastal Hazards Risk, Vulnerability and Adaptation Assessment -
Coastal Hazard Mapping Refinement. Brisbane: BMT.
Bruun, P. (1962). Sea Level Rise as a cause of shoreline recession. ASCE Journal, Waters and Harbours
Division, Vol. 188, 117-130.
Department of Environment and Heritage Protection. (2013). Coastal Hazards Technical Guide -
Determining Coastal Hazard Areas. Brisbane: Department of Environment and Heritage
Protection.
Maritime Safety Queensland. (2023). Queensland Tidal Planes. Retrieved from
https://www.msq.qld.gov.au/Tides/Tidal-planes
Patterson, C. (1986). Storm Tide Statistics. Beach Protection Authority - Beach Conservation, Issue 62.
Vos K., Splinter K.D.,Harley M.D., Simmons J.A., Turner I.L. (2019). CoastSat: a Google Earth Engine-
enabled Python toolkit to extract shorelines from publicly available satellite imagery. Environmental
Modelling and Software. 122, 104528. https://doi.org/10.1016/j.envsoft.2019.104528;
Bishop-Taylor. R., Sagar. S., Lymburner. L., Alam. I., & Sixsmith. J. (2019) Sub-Pixel Waterline Extraction:
Characterising Accuracy and Sensitivity to Indices and Spectra. Remote Sensing. 11, 2984;
doi:10.3390/rs11242984;
13 February 2023 2 ARAKOON CRESCENT, SUNSHINE BEACH PA3303 35
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Appendix A: Development Proposal
13 February 2023 2 ARAKOON CRESCENT, SUNSHINE BEACH PA3303 36
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Section 38
DRAWING SET INDEX
100 SITE PLANS
WD.101 COVER SHEET
WD.102 RENDER
WD.103 RENDERS
WD.104 SITE SURVEY PLAN
WD.105 NATURAL SURFACE CONTOURS
WD.106 SITE SETOUT PLAN
WD.107 GFA AND SITE COVER
WD.108 MASSING STUDY
WD.109 BEACH ELEVATION STUDY
WD.110 BEACH VIEW
200 FLOOR PLANS
WD.201 LOWER LEVEL PLAN
WD.202 MAIN LEVEL PLAN
WD.203 UPPER LEVEL PLAN
WD.204 DEMOLITION PLANS
500 ELEVATIONS
WD.501 ELEVATIONS
WD.502 ELEVATIONS
WD.503 ELEVATIONS
WD.504 ELEVATIONS
600 SECTIONS
WD.601 SECTIONS (A+B)
WD.602 SECTIONS (C+D)
proposed renovation works - 2 arakoon cres REAL PROPERTY DESC.
LOT 783 ON RP48111
DA for Development Approval (DA)
issue issue / amendment
18.01.23 JH / MOD / SF
issue date drawn by
client
C & C Kelly
project
Kelly Renovation
location
2 Arakoon Cres, Sunshine Beach
COVER SHEET
Aboda Lee Foster • director Scott Falconer • director
Design p - 0424 620 247 p - 0431 267 157
Group e - [email protected] e - [email protected]
the aboda design group trust Level 2 1794 David Low Way Coolum Beach,
ABN 56 266 884 746 Q. 4573. PO box 2449 Noosa Heads Q 4567
t/a aboda design group • BSA License -150580097 • www.aboda.com.au
• This drawing is to be read in conjunction with engineers drawings & reports • Construction
to comply with all relevant SAA & NCC Codes & standard Bldg By-law 1975 & as amended •
Copyright for design & drawings remain the property of the authors • Verify all dimensions on
site prior to commencement of any works • These drawings are not to be used for scaling.
scale Scale as noted issue
drawing no.
WD.101 DA
Document Set ID: 22343537
Version: 1, Version Date: 16/03/2023
Section 39
beachside presentation DA
issue
18.01.23
for Development Approval (DA)
issue / amendment
JH / MOD / SF
issue date drawn by
client
C & C Kelly
project
Kelly Renovation
location
2 Arakoon Cres, Sunshine Beach
RENDER
Aboda Lee Foster • director Scott Falconer • director
Design p - 0424 620 247 p - 0431 267 157
Group e - [email protected] e - [email protected]
the aboda design group trust Level 2 1794 David Low Way Coolum Beach,
ABN 56 266 884 746 Q. 4573. PO box 2449 Noosa Heads Q 4567
t/a aboda design group • BSA License -150580097 • www.aboda.com.au
• This drawing is to be read in conjunction with engineers drawings & reports • Construction
to comply with all relevant SAA & NCC Codes & standard Bldg By-law 1975 & as amended •
Copyright for design & drawings remain the property of the authors • Verify all dimensions on
site prior to commencement of any works • These drawings are not to be used for scaling.
scale Scale as noted issue
drawing no.
WD.102 DA
Document Set ID: 22343537
Version: 1, Version Date: 16/03/2023
Section 40
arrival presentation DA for Development Approval (DA)
issue issue / amendment
18.01.23 JH / MOD / SF
issue date drawn by
client
C & C Kelly
project
Kelly Renovation
location
2 Arakoon Cres, Sunshine Beach
RENDERS
Aboda Lee Foster • director Scott Falconer • director
Design p - 0424 620 247 p - 0431 267 157
Group e - [email protected] e - [email protected]
the aboda design group trust Level 2 1794 David Low Way Coolum Beach,
ABN 56 266 884 746 Q. 4573. PO box 2449 Noosa Heads Q 4567
t/a aboda design group • BSA License -150580097 • www.aboda.com.au
• This drawing is to be read in conjunction with engineers drawings & reports • Construction
to comply with all relevant SAA & NCC Codes & standard Bldg By-law 1975 & as amended •
Copyright for design & drawings remain the property of the authors • Verify all dimensions on
site prior to commencement of any works • These drawings are not to be used for scaling.
scale Scale as noted issue
drawing no.
WD.103 DA
Document Set ID: 22343537
Version: 1, Version Date: 16/03/2023
Section 41
Note:
This plan was prepared as a site contour and detail
survey of 2 Arakoon Crescent, Sunshine Beach, Qld,
T 4567 and it should not be used for any other purpose.
L-D)
N Driveway
Lot boundaries were not marked at the time of survey
CE
W (Q
and have been derived from survey plan's RP48111,
85
785 IS304495, IS295771, IS177648, SP137632, IS156867,
30.0
S RP48111 IS159182, IS95399 & IS29170 Held by Department of
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survey where possible. Prior to any excavation,
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32.7
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FL
C (Q
16'2
e
24
Tru
W
20.00
7
ENGINEERING
S (Q
0
L: 3
27.0
8.06
199°
Ridgeline RL: 31.798 MINSTAFF AND MINING
Trunk: 0.300m
0
03
ght:
19.0
ter R
n
SURVEY SURVEYORS
e
0
Tru
L-D)
Spread: 4.0m
SS
ABN 35 609 674 875
Gut
E (Q
Height: 20.0m P
M
D
W (Q
Gutter RL: 34.439
62
L-D)
L-D)
TOOWOOMBA SUNSHINE COAST BRISBANE
L-D)
31.4
783
L-D)
338
W (Q
31
319 Margaret Street 22/2 Innovation Parkway 4/8 Navigator Place
C (Q
W (Q
8
RL:
Toowoomba QLD 4350 Birtinya, QLD 4575 Hendra, QLD 4011
32.7
07
S (Q
E (Q
L-D)
.9
14.1
°39
RP48111
FL
(07) 4637 9790 (07) 5327 3900 (07) 3198 2462
24
0
rds
SS
ne
eco
L-D)
Trunk: 0.300m
'50"
RL:
DR
20
geli
DBY
L-DM
W (Q
)
from
L-D)
Spread: 4.0m CLIENT
AIL
Rid
line
E (Q
Height: 5.0m
KR
W (Q
L-D)
Deck RL: 30.826
L-D)
DEC
L-D)
Trunk: 0.300m
L-D)
W (Q
C (Q
THE
OF
S (Q
Spread: 4.0m
E (Q
0
0
9.90
)24.0
TOP
Height: 5.0m
L-D)
00
P
D
L: 2
L-D
23.
00
Gutter RL: 27.642
00 E (Q
ter R
22.
0
Hei ad: 4. 0m
0
21.
L-D)
0
Trunk: 0.300m
5.0mm
L-D)
0
ESP
Gut
20.0
8
01
Spr k: 0.20
PROJECT
0
D)
W (Q
Spread: 4.0m
C (Q
SS
(QL-
SS
2 Arakoon Crescent
ROAD
P
E (Q
D
Height: 5.0m
M
M
S
IO
ght:
L-D)
n
CP Proposed Development
e
Deck RL: 30.838
Tru
CM
LAN
0(0QL-D)
SP148681
9
Lot 783 on RP48111
)
32 4.12
-D
E(
IO
L
IO
SSE
5°
(Q
2 Arakoon Crescent
QL
L-D)
D)
0"
Trunk: 0.500m
C
1
52
-D)
Hei ad: 4. 0m
M
(QL-
Sunshine Beach, Qld , 4567
L-D)
1°09'2
W (Q
'20
29.552
20.0 m
Spread: 4.0m
19 m
Spr k: 0.50
ADE
C
S (Q
0
"
0
E (Q
Height: 20.0m
L-D)
DESCRIPTION
L-D)
E (Q
)
Contour & Detail
-D
ght:
n
L
Gutter RL: The text continues on section 43.