2 David Low Way - Attachment 4 - Specific Engineering Assessments - Cardno 10-8-17

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Coastal Hazard (Erosion Prone)

Dealing with the State issue first, the site is designated as being subject to Coastal Erosion by DEHP.
According to the Erosion Prone Area map for Noosa Shire Local Government Area, the width of the
erosion zone is specified to be 175 m from the seaward toe of the frontal dune. This would encompass
the entire site.

Since the site also lies within the Coastal Management District, the State has a jurisdiction over the
development application under the Planning Regulation 2017, and the application needs to be assessed
under the State Development Assessment Provisions (SDAP). Under State code 8 of the SDAP, there
are a number of performance outcomes which potentially affect the proposal, and these are discussed
below.

However, prior to that assessment, it is necessary to consider the Purpose of State code 8, as follows:

The purpose of this code is to ensure that development is designed and located to:

protect life, buildings and infrastructure from the impacts of coastal erosion
maintain coastal processes

conserve coastal processes

maintain appropriate public use of, and access to and along, state coastal land
account for the projected impacts of climate change and

avoid impacts on matters of state significant significance and, where avoidance is
not reasonably possible, minimise and mitigate impacts, and provide an offset for
significant residual impacts where appropriate.

PARONsA

In this specific situation, | believe that the project complies precisely with the above Purpose, as | will
demonstrate shortly. In the Performance Outcomes, particularly PO1, there is an implicit assumption that
the erosion prone areas designated in the State mapping are accurate and inviolate. In fact, detailed
analysis (see Appendix A) has determined that there is sufficient evident to conclude that the erosion
prone width at this location is less than shown on the State mapping. This issue has been discussed with
DEHP officers, and it has been agreed that DEHP will review the detailed erosion assessment for
adequacy. DEHP has also advised, on the basis on information provided to date, that it considers that
the proposed development does not represent a significant erosion risk.

Consequently, it has been determined that the development does not lie within the coastal erosion risk
area. In that context, the development will:

e protect life, buildings and infrastructure from the impacts of coastal erosion, since it will lie outside if
the erosion zone

maintain coastal processes since these will be unaffected by the proposed works

conserve coastal processes since the works are outside of the erosion zone

have no impact on appropriate public use of, and access to and along, state coastal land

account for the projected impacts of climate change and

has no impacts on matters of state significance.

| have also attached the current SARA mapping for this matter. The potential erosion prone area, based
on current State mapping, encompasses many existing residential areas on the Sunshine Coast including
substantial medium density development at Coolum.

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| will now consider the Performance Outcomes in Module 8 in detail.
Performance outcome PO1 states:
PO1 Development does not occur in the erosion prone area unless the development:

1. is one of the following types of development:
a. coastal-dependent development; or
b. temporary, readily relocatable or able to be abandoned; or
c. essential community infrastructure; or
d. redevelopment of an existing permanent building or structure that cannot be relocated
or abandoned; and
2. cannot feasibly be located elsewhere.

The proposed development is not one of the forms of development specified in PO1, and the application
would therefore fail if assessed under the current erosion designation attached to the local area.
However, for the reasons outlined immediately above, it is apparent that the development will not occur
within an erosion prone area, and the requirements for PO1 will be satisfied.

The development is considered to be entirely compliant with the remaining performance outcomes, as
noted following:

PO2 Development other than coastal protection work:

1. avoids impacting on coastal processes; and
2. ensures that the protective function of landforms and vegetation is maintained.

Note: In considering reconfiguring a lot applications, the state may require land in the erosion
prone area to be surrendered to the State for coastal management purposes under the Coastal
Protection and Management Act 1995.

Where the pianning chief executive receives a copy of a land surrender requirement under the
Coastal Protection and Management Act 1995, this must be considered in assessing the
application.

PO3 Development is located, designed and constructed to minimise the impacts from coastal
erosion by:

1. locating the development as far landward as practicable; or
2. where it is demonstrated that 1 is not feasible, mitigate or otherwise accommodate the risks
posed by coastal

PO4 Development does not significantly increase the risk or impacts to people and property from
coastal erosion.

PO5 Development other than coastal protection work avoids directly or indirectly increasing the
severity of coastal erosion either on or off the site.

A detailed review of coastal management issues for this site has been undertaken by review of historical
aerial photography, as well as a first principles numerical assessment in accordance with the Coastal
Hazards Technical Guide produced by the Department. A copy of this report is attached.

In respect of available aerial photography, the analysis indicates that this site has suffered no consistent
erosion since at least 1958. The erosion line for each set of aerial photographs lies well to the east of
the property boundary, with the maximum extent of erosion coming no closer than 70 m to the existing
seaward house on the property. The erosion is consistent with a maximum storm bite of 30 to 40 m, with
there being no evidence of long term erosion caused by littoral drift.

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The detailed numerical assessment is presented in Appendix A. The conclusion of that assessment is
that the erosion prone area width (EPAW) should be reduced to 77 m, rather than the 175 m contained
in the current State mapping. On this basis, the erosion prone area lies outside the property boundary,
and has no effect on the site.

It is also noted that the development proponent will retain the vegetation on the site outside of the proposal
building envelopes. In particular, the vegetation on the downslope and dunes eastward of the building
line will be completely retained. This will provide an additional factor of safety against future erosion
which may affect the beach in this location.

State Assessment Development Provisions — State Code 8

Assessment against SDAP State Code 8: Coastal development and tidal works is triggered by the
application because the site is designated as erosion prone by DEHP. A completed template for State
Code 8 is attached. The project complies with all relevant Performance Outcomes with the notional
exception of PO1 (on the basis of the current State coastal hazard mapping). In that respect, the site is
currently included in the Erosion Prone area mapping for the local authority. However, a detailed
coastal assessment (see attached and above) has determined that the site is not erosion prone.

A detailed assessment against the State Code 8 provisions is included in Appendix B.
Coastal Protection Area (Noosa Shire Council Planning Scheme)

The site and the coastal areas seaward of it are classed as being in the Coastal Protection Area by
Council. Proposed development in these areas is therefore required to be assessed under Part 13
Overlays of the Planning Scheme, and in particular Division 10 - Natural Resources Overlay Code.
From an engineering point of view, the relevant specific outcome listed in that Code for coastal
protection areas is as follows:

018 The siting and design of development and materials used within the Coastal Protection
Area, as identified on the Natural Resources Overlay Maps, do not cause any significant
adverse impacts on the coastal resources of the location nor interrupt the natural cycles of
erosion and accretion of foreshore areas and beaches.

Given that the site-based coastal processes study carried out for this proposal has determined that the
site lies completely outside of the erosion prone area, O18 is obviously complied with.

A detailed assessment against the provisions of Noosa Shire’s Natural Resources Overlay Code is
included in Appendix C.

Flooding

Burgess Creek adjoins the site to the north. It has been determined that the peak water level in this
creek will be governed by storm tide conditions in the coastal zone. The peak water level for the 1%
Average Exceedance Probability (AEP) flood event is therefore expected to not exceed 3.2 m AHD,
taking into account an expected 0.8 m sea levei rise by 2100 as a result of climate change. All
proposed development on this site will be located above 14 m AHD, and the only part of the site which
is subject to flooding is the steep area adjoining Burgess Creek. No works will take place on this slope
below 14 m AHD. There are no flood impacts on the development proposal.

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Acid Sulfate Soils

The northern part of the site is shown as being in the low potential acid sulfate area (5-20 m AHD).
There is no reason for this designation other than the existing level of the land. As far as | am aware,
no acid sulfate soil investigations have been carried out on the site. It is my opinion based on site
inspection and review of available data that the site basically consists of a prehistoric sand dune which
was formed when the ocean water level was significantly higher than moder times. A further two dune
systems are evident in the area between the site and the current beach location, indicating additional
dune areas which have been abandoned as water levels fell over the past 10,000 years. It is most
likely that the sub-surface stratigraphy consists of clean beach sand formed under aeolian processes,
similar to that which is evident at the surface and in the dune profiles. On that basis, it is most unlikely
that acid sulfate soils are likely to be present on this site.

Further, it is not proposed to carry out any subsurface excavation other than to potentially level the top
of the site to create building platforms. It is possible that the dwelling houses to be constructed on site
will be piled for structural purposes. Any material below 10 m AHD which is disturbed during the
construction process will be tested for acid sulfate potential and treated accordingly.

Geotechnical Assessment

The site is shown as being land-slide prone under the Natural Hazards Overlay in the Planning
Scheme. In that context, there is a requirement to assess the application under the relevant Natural
Hazards Code in Part 13 of the Scheme.

The specific requirements of that Code are as follows:

O7 Development is located to ensure it does not compromise the safety of people, property or
hazardous materials manufactured or stored in bulk by increasing risk of landslide;

AND

O2 Development, including access ways is designed and constructed to—

a) minimise impacts on the natural landform;

b) minimise risk to people and property from landslide;

c) avoid any potential instability and associated problems, including long term stability of the site
and long term stability of the development.

Planning Scheme Policy PSP1 sets out the information that Council may request in relation to a
development application. For development in areas identified as having Landslide Hazard Potential on
the Overlay Maps, PSP1 requires a site-specific geotechnical analysis to consider the long-term
stability of the site, and the long-term stability of proposed development.

The potential for geotechnical instability to be present on the site has therefore been assessed by site
investigation by an experienced geotechnical engineer. The findings of this investigation are included
herein as Appendix D. It was determined that the site is not subject to geotechnical instability in its
current state, and the proposed development will not affect geotechnical stability.

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Stormwater Management

The site is effectively its own catchment, encompassing the plateau which sits above the most landward
sand dune. The site has a total area of 9,677 m2. Under the worst possible development conditions for
water quality purposes, it has been assumed that the site could consist of approximately 4,000 m? of
roof and hardstand area. It has been recommended that each dwelling on the site be fitted with a water
tank with a volume of 10,000 L. The potential for water quality impacts external to the site are
considered minimal in the context that the site consists of clean beach sand with little potential for
contamination. If water quality treatment is required, it is proposed that individual bio-retention filters be
constructed on each proposed allotment. Each filter should have an area of approximately 30 m%, if
Council determines that such treatment is required.

Alternatively, and given the sandy nature of the site, it is proposed that all stormwater generated on the
sire could be directed to small infiltration basins to be constructed for each dwelling. A basin with
surface area of about 70 m? per residence, and a depth of about 300 mm, will be sufficient to manage
all stormwater runoff from the site.

Conclusions

A number of specialist engineering investigations have been undertaken for the proposed project. It
has been determined that there are no issues in the following study areas which would prevent the
proposed 6 lot subdivision from proceeding as planned.

Coastal Hazard and Erosion

Flooding

Acid Sulfate Soils

Geotechnical Assessment for Land Instability
Stormwater Management

Yours sincerely

 

Dr Trevor Johnson
Engineering Consultant

Enel: Subdivision Proposal Plan
SARA Coastal Mapping
Coastal engineering report
State Code 8 compliance
Natural hazards overlay code compliance
Geotechnical report

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Page 7

 

 

This plan has been prepared as a proposed subdivision
and should not be used for any other purpose.

The dimensions, areas and total number of lots shown
hereon are subject to field survey and are also to the
requirements of council and any other authority which
may have requirements under any relevant legislation.
Certificate of Title for this site has not been obtained.
Therefore, no reliance should be placed on the
information on this plan for any financial dealings
involving the land.

 

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Easement Schedule %
Identifier Benefit Type \
712 Access/Services)
711,713 Access/Services
711,712,714 Access/Services
711-713,715 Access/Services
711-714,716 Access/Services
711-715 Access/Services

Statistics Table
6
946 m? - 3336 m*
1612 m?
Nil
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Area range
Area average
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Contour Interval - 1m, 5m major

 

 

 

 

 

 

 

 

 

 

REVISIONS
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Page 10

753345
9 August 2017

APPENDIX A
COASTAL ENGINEERING REPORT

CCAUserstrevor johnson\Documents\castaways.docx

Page 11

1 Assessment of Erosion Prone Area Widths

 

For the purposes of informing permissible development locations in the coastal zone of the Castaways
Beach Development site, the Queensland Coastal Hazard Guidelines provided by the Department of
Environment and Heritage Protection were used to determine the erosion prone areas widths (EPAW).
Appendix A provides the relevant definitions for this coastal management region.

1.1 General Discussion and EPAW Overview

The Queensland Coastal Hazard Guidelines (2015) outline a method for assessing erosion prone area
widths (EPAWs). These widths are intended to accommodate both short-term and long-term erosion
over specified planning periods. This erosion prone area width is a specified horizontal distance back
from the HAT water line, and is calculated by the following equation provided in the guidelines.

E =[(NxR)+C+S] x (14+F) + D

Where:-

E = erosion prone area width (metres).

N = planning period (years).

R = rate of long-term erosion (metres per year).

C = short-term erosion from the design storm (metres).

S = erosion due to sea level rise (metres).

F = factor of safety.

D = dune scarp component to allow for slumping of the erosion scarp (metres)

The Department of Environment and Heritage Protection (DEHP) has developed default EPAW setback
distances at many Queensland coastal sites. For planning purposes, these lines are established for
projected sea level rise (SLR) of 0.8m to 2100. At Castaways Beach this default setback distance (from
the 2100 HAT contour) is 175m. As part of development plan investigations, the owners at Castaways
Beach have engaged Cardno to investigate whether or not a more realistic EPAW line could be
developed. Discussions would then be held with DEHP to address such a requested change.

1.1.1 Planning Period (N)

The planning period for this erosion prone area width assessment was to 2100. This planning period
was deemed the most practical when taking into consideration the design life of the study site structures
and appropriate level of risk. This affects the sea level rise applied to present-day highest astronomical
tide (HAT).

Page 12

1.1.2 Rate of Long Term Erosion (R)

Gradual and imperceptible long term shoreline erosion may occur as the result of an imbalance in the
net sediment budget. This gradual net loss of sediments may occur as a result of the following
processes:

e Differential Longshore Sediment Flux: Whilst incident wave direction at the study site is likely
to fluctuate naturally about the shore-normal direction due to incomplete wave refraction at
times, if the mean wave direction differs slightly from shore-normal then the result will be a net
longshore flux of sediments. Differential longshore flux across the shoreline may result in either
a net supply or loss of sediment at any particular location.

e = Artificial Sand Mining or Beach Nourishment: Anthropogenic gains and losses can constitute a
significant component of the sediment budget when material is artificially added or removed
from the coastal cell.

e Sand Losses Due to Coastal Dunes: Another potentially significant process is that of aeolian
transport. Onshore winds can blow sand inland off the beach so it cannot be reached by wave
action. This results in dune growth and in some cases inland dune migration and a net loss of
sand from the present beach system. If there is not a matching supply of sand from the surf
zone or alongshore shoreline recession occurs.

This process was quantified from aerial photograph analysis as described in Section 1.2.1.

1.1.3 Short Term Storm Erosion (C)

In order to determine setback distances for planning as part of the coastal risk assessment framework,
it is necessary to understand the magnitude and frequency of storm related erosion, and the resulting
fluctuations of the beach face over time. The values for short-term erosion from design storms (C) on
the resort beach are described by the outcomes of the SBEACH modelling described in Section 1.2.2.

1.1.4 Shoreline Recession Due to Sea Level Rise (S)

There are several models available that relate shoreline retreat to an increase in local sea level. The
best known of these is The Bruun Rule (Bruun, 1962), which is a popular approach based on the
concept that an equilibrium beach profile is maintained during a sea level rise, but is translated up and
landward. Sediment is removed from the upper beach and dune during shoreline retreat (erosion) and
deposited onto the adjacent nearshore zone, thus maintaining both the original beach profile and
nearshore shallow water conditions.

The estimated sea level rise is based on the best information currently available, and the current value
adopted for calculating the erosion prone area is 0.8m by 2100 (relative to 1990 MSL). The horizontal
foreshore erosion due to sea level rise (S) was determined for the 83 years planning period (from
present day to 2100).

Based on data presented in State Development (2014) and the LIDAR based profiles, a nearshore
seabed slope of 1:30 between the estimated top of wave run-up at the shoreline and closure depth
(*10m), the shoreline recession arising from projected sea level rise has been estimated to be 30 x
0.8m = 23m.

1.1.5 Factor of Safety (F)

The calculation procedures adopted for erosion prone area width determinations are consistent with
current engineering practice in this field, but are subject to uncertainties and limitations. Therefore, the
QLD Coastal Hazard Guidelines stipulates that a factor of safety should be applied to these calculations.
For this purpose, the factor of safety (F) of 0.4 has been adopted by DEHP for use in this equation.
This means that design long term, storm and sea level rise erosion distances would be scaled up by
40%.

Page 13

1.1.6 Dune Scarping Component (D)

Dune slump (D) was accounted for in the SBEACH modelling, but there is no dune at the resort beach,
which is not proposed as the main resort beach amenity, which will be an internal beach around the

main pool.

1.2 Erosion Prone Area Width
This analysis begins with analyses of two sets of data, namely historical aerial photographs and LIDAR.

1.2.1 Long Term Erosion

The aerial photographs were examined and historical vegetation lines determined on each photograph.
The vegetation line varies with storm events and changes in sea level, as well as losses in sand from
potential offshore and alongshore sediment transport. They may also vary as a result of human and
animal traffic, which lead to blow-outs, sand mining and stream flows. Figure 1.1 shows these
vegetation lines relative to the Castaways Beach development site — in red. Aerial photographs for the
following dates and were available and applied to these analyses:-

6 May 1958

25 September 1961
10 July 1973

July 1977 (no day specified)
20 April 1979

29 October 1982

5 September 1990
1 August 1996

25 July 2002

11 June 2004

21 July 2010

3 July 2012

25 May 2016

17 February 2017

Page 14

 

Figure 1-1 Historical Vegetation Lines Relative to the Castaways Beach Site

Figure 1.2 describes seventeen cross-section location tines at 20m spacings applied to the analyses
of long term vegetation line changes. SBeach profiles were prepared for the shoreline near Cross-
section lines 6 and 14.

Page 15

 

Legend
——— Transects
=== Baseline
Vegetation_Lines
Date_
————~ 02/17/2017
04/20/1979
—— 05/06/1958
05/25/2016
—— 06/11/2004
———= 07/03/2012
~~ 0701973
—— 07/15/1977
= 07/21/2010
> 07/25/2002
——— 08/01/1996
09/05/1990
—— 09/25/1961
10/29/1982

 

(18\

|16)

 

 

15]

 

| ee

14

[13]

 

 

Figure 1-2 Cross-Sections Used in Analyses of Long Term Vegetation Line Changes

Page 16

Long term shoreline changes were determined from linear regression analyses of the available long
term vegetation line changes. These analyses were undertaken using the Digital Shoreline Analysis
System (DSAS) developed by the US Geological Survey (Himmelstoss, 2009). Figures 1.3 and 1.4
describe results for two of these cross-sections, 6 and 14. They show gradual shoreline progradation
rather than long term erosion (recession). Note the poor fit at Cross-section 14 caused by unknown
processes in the 1970-80s period — perhaps sand mining or a blow-out. Overall the analysis results, in
terms of the linear regression rate (LRR) of shoreline change, show shoreline progradation rates in the
order of 0.73m/year at the southern end, reducing to about 0.14m/year at the northern end — the latter
affected significantly by the unknown activity at the northern end — Figure 1.4. These results are
presented in Table 1.1.
40 Profile 6

¥ = 0.002x~28.32
R= 0,734

50 °
40

30

Distance from Baseline (m)

19

0
29/06/1957 8/03/1971 14/11/1984 24/07/1998 3/04/2012
Date
Distance from Baseline (m) Linear {Distance from Baseline (my)

Figure 1.3 — Long Term Shoreline Change at Profile 6
Profile 14
45

y=0,0004x + 19.204
40 R 20.07

Distance from Baseline (m)

8/03/1971 14/11/1984 24/07/1998 1/04/2012

Distance fram Baseline (m} Linear (Distance from Baseline (m)}

Figure 1.4 Long Term Shoreline Change at Profile 14

9/12/2025

9/12/2025

Page 17

Rates of Shoreline Progradation at the Castaways Beach Site

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Transect_ID | Rate of
Shoreline

Change

(m/year)
2 0.62
3 0.72
4 0.74
5 0.75
6 0.73
7 0.74
8 0.64

9 | Ost

10 | 0.45
co 0.33
12 0.29
13 0.27
14 0.14
15 0.12
16 0.06
17 0.02
18 0.24

 

Based on the outcomes of these analyses, which demonstrate a long term shoreline progradation rather
than long term erosion, the long term erosion effect has been set at zero for the purposes of the EPAW
calculation. The observed rates vary from about 0.7m/year in the south to 0.1m/year in the north.

1.2.2 Storm Erosion

The LIDAR survey data was used to develop two shore normal beach profiles for application in the
SBeach storm erosion model. These profiles are located near the one-third points along the Castaways
Beach shoreline. The beach profile included characteristic sediment particle sizes of 0.15 and 0.35mm,
based on typical beach sand sizes and the need to test sensitivity to particle size.

Storm erosion of the shoreline at the site was investigated using the SBEACH modelling system.
SBEACH was developed by the U.S. Army Corps of Engineers (USACE) to investigate storm induced
profile response on fine to medium grain sand beaches. It is an empirically based model that includes
wave shoaling, refraction, breaking, set-up and run-up. The model can simulate a temporally varying
wave-breaking point, which produces offshore bar migration. The model has been widely applied at
sites all over the world and has demonstrated reasonable levels of calibration.

An SBEACH analysis was undertaken for the selected profiles at the study site using the 100-years ARI
cases described in Table 1.2 as part of a 12 hours storm, peaking at 6 hours. Storm tide levels and
nearshore wave heights were determined from information presented in State Development (2014).
Based on these analyses at two shore normal profiles, the storm erosion component of the EPAW
calculation is 32m — including post-storm slumping.

Page 18

Table 1-2 Met-Ocean Input for Storm Erosion Analyses at Castaways Beach

 

 

 

 

 

 

 

 

Component 100-Years ARI Value
Significant Wave Height 9.64m
Peak Wave Period 16s
Storm Tide Level 2.44m AHD
1.2.3 EPAW Calculation

Based on the analyses described herein, the calculation of the EPAW was taken to be:-
E=[(NxR)+C +S] x (1+F)+D

= [(83x0) + 32 + 23] x (1.4)

=77m

According to the Queensland Coastal hazard Guidelines, this calculated EAWP is to be set back from
the seaward toe of the frontal dune at the site. The seaward toe of the frontal dune is normally
approximated by the seaward limit of terrestrial vegetation or, where this cannot be determined, the
level of present day HAT. 'Present day HAT' in the definition is always taken to be the present day level
of HAT for the coastline as defined in the Queensland Tide Tables for that year, or as defined by
empirical methodology at the site. In this way the landward boundary of the erosion prone area defined
above will continue to move landward over time as sea level rises in the future.

Page 19

2 References

 

Department of State Development (2014): Sunshine Coast Airport, Section B4, Coastal Processes,
prepared in conjunction with Sunshine Coast Council.

Page 20

753345
9 August 2017

APPENDIX B
STATE CODE 8 COMPLIANCE

CAUsersitrevor johnson\Documents'castaways.docx

Page 21

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0'Z UOISIBA — SUOISIAOIg JUBUSSessy jUaWIdojaAeg 2}e}S

“peqiiosaid s| auu0oyno ajqe}deooe oN

 

‘uolsoje Bulpnjoul spuezey je}seoo woly
¥SL1 Je JOU S} ays By} yey) smoys Apnjs yey,
‘uonesddy yuewdojaaeq siy} ul aaymasyse

uo peyiodai si pue ‘usyeepun useq
sey Apnjs uolsoJe |e}se09 pajiejop y "senss!

UOISOJ9 |B}SeOD 0} asuOodsa, a}yeLdoidde

ue sjueseidal pue ‘apo9 ay} Jo asodund

284} YU JUPI|dWOD aq 0} peulWJejep Ueeq sey
}‘JOAQMOH “LOd JO S}UaWalINbas 94} UM
yueljdwod jou si juauidojaaap pesodoud ey,

 

“uoneaijdde ay} Bulssasse Ul pajepisuod

aq ISNW SIU} ‘G66L JOY JueWabeUeW pue UOIE}0sq
Jejseod au} Japun juawadinbal Japuains pue| e

Jo Adoo e saniaoaJ oAlNoexe yoyo Buyuueld aun aseyAA

“G66L JOW Juawabeuey pue

U0D9}Old [BJSEOD ay} JapuN sesodind juswabeuew
[e}Se09 JO} 8}2}S ay] 0} paapuaLins aq 0}

ease auoid UO!soe 984j Ul pue| sunbed Aew eye}s eu}
‘suoeoidde jo, e Buun6yuoves Bueplsuod u| :e}ON

“‘poulejulew si Uoe}e6eA pue SUOJpUe|
JO UdHOUN sAnoa}old oy) }yeU} Saunsua ‘Z
pue ‘sasseooud jeyseoo uo Bunoedul spioae ‘|,
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uoHoajod |B}Se09 UY} JOJO JUSWIdO|SsAeq ZOd

 

“‘pequoseid si euu09}no aiqe}deooe oN

 

“BJOUMAS|O pa}edo| aq Ajqiseajouueo “Z
pue ‘peuopuege Jo payeo0jel
9q JOUUBD JEU} SuNjoNys 40 Buipying
jusueuwed Buljsixe ue Jo jusudojeAepes ‘p
JO ‘eunjonyseyul AjjuNWWoS jenUesse -o
Jo ‘pauopuege aq
0} a1ge 10 ajqeyeoojes Ajlpess ‘Auejoduwa} “gq
JO ‘juswdojanep juepuadap-jejseoo “e
juewdojenep Jo sedA} Bulmoyjo} 9u} Jo auO SI “1
Juawudojaaep ay} ssajun Base euoid
UOISOJS BU} Ul INDO JOU Sssop jUSWdO|eAeq LOd

 

asuodsay

r-JV Cokes aCe Me) Lela Le [Yoke d

eaie 8UudJd UOISOJ9 Oy Ui JUaLUdO|aAEG
ri Ceken are me=selUL-AUU PLO B= pe

 

juawdojanep IV :1°2'8 F192

Sy¥JOM |epl} pue }UBWIdO]sA~ap |e}SeO4D :g Bpod 9}e1S

Page 22

1439 Z e6eg SOM |epl} pue JUsUIdOJaAap Je}SeOD :g Bpod a}e1S
0°Z UOISJ9A — SUOISIACI, JUBUSSESSY JUOLUdOJaA9Q 2}e}1S

— tAq puel juecelpe |
UO UOISOIE JO AjaAeS OU} U] BSeas0U! Aue
Plone pue sessaooud je}seo0o uo sjoedu! asisApe
‘ajqeoidde jon “paqoseid s| awo0oyno ajqe}dsooe on SSIWIUILU JUBLUYSLNOU YORaq JO} SONA BOd
JOM UOI}OS}OId |e}seoD

 

 

 

 

“Jeeyeut pebpaip jo jesodsip
Uj 10} ABaj}e.js O4I|-Jo-a]oyM e Hunesysuowap ‘Z
P8}99UU0D SI}! YOIyM 0} ABNuSe}eM jesnyeu
8y} JO alUNJOA Wsud Jeph ey} BuiueyureW “|,
:Aq SeounOsal |e}seoo
| uo syoedu sesiwiulw seuuew puel-Aup pue
“ajqeoljdde jon “poqiioseid S| Bwioo}No ajqe}deoor ON | sjeuBo ‘skemeyeM eloye Jo jusuudojeneq ZOd

 

 

 

SARMIO}EM [BIOL

"juaudojaaep

9} }E}OId 0} payonsjsuod UdEg Sey YIOM
UuoNHos}oId je}seoo ssejuN ul] Buipying je}seoo
9] JO pPaempue] pa}edq| SI yJOM Buipying ‘juesoid

 

 

 

 

 

. “ajqeordde Jon “‘paquoseid si awoo}no ajqeydeooe ON si aul] Bulpjing |e}se0o & s1aYyM Seele U| 9Od

“OUIs

@Y} HO JO UO JaYye UOISOJE |e}se09 Jo AJUeAeS

“*S8sseo0id |2}SeOO 8y} Bulseauoul Ajjoeuipul 10 AjOeUIP SPIOAe YIOM

UO 399439 OU eABY |I/M JUEUUdO|eAap ay, “paquoseid s| suioojNo ajqeydso0e ON | UONDejOUd |e}SeO9 UeY} JaUJO JUaLUdOJEASq GOd
a | i “UOISOJ |e]SeOO WO} Apadoid |
“UOISOJ9 [B}SEOD pue ajdoed 0} s}joeduu! Jo ys ey} eseesoUl |

  

Aq payaaye aq you IIIA juaudojerep aul ‘pequoseid s| awiooyno ajqejdeooe ON | Ajueoyjub\s jou saop juaudojansq Od

“uolsoia je}seoo Aq poesod sysi au}
S}Epowwooe asiMEUjoO JO syeHiyIwW ‘a|qiseay
JOU SI |, JEU} pSyesjSUOLUSp SI}! GIOUM “Z
do ‘ajqeonoeid
se pJempue] Je} se jusWdojonep ou} Bulyeoo) “1

 

 

 

‘ajqeonoeid :Aq uolsoue |
SB psempuey Je} Se pezed0/ Si pue ‘spiezey |e}se0o Wo sjoeduu! Su} asiwiUILU Oo} peyons}suoo
1e3seod Aq payeye you s| yuowdojersp oy, “pequoseid si su0dj}no ajqe}deo0e ON pue paubisap ‘pe}eo0| si juswdojeneq €0d

   

asuodsayy S9l09}NO aqe}da.0y Ex-iVlere tare Me-velUL-LUO ie) BE |

Page 23

2£§0 ¢ aBeq SOM [eP]}} puke JUSWdO]sAaP [2}SEOD °g BPOd 9]e}S
0°Z UOISJOA — SUOISIAOIg JUBLUSSaSsSY JUSLUdO]aA9q 9}2}S

 

 

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S,JINUNOD a214S BSOON 10) JinpuOoD aHeyosip Ja}em paquoseid Jo eseajsi au} sploae “¢
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OU O1P 3194} JEU} SINSUS O} 9}IS OY} JO} | SONIJEA |e]USWUOJIAUS S9OURYUS JO SUIB]UIEW “|
pesodoud ase saoiasp joijyuo0o Ayyenb sayeyy “pequoseud si eui09}no ajqe}decce ON | sjUawdojeneq LLOd

 

Ayyenb sae Ay
“aINJON}S ay} Jo UBIsap ou} “¢
UOISOIS JO AYIeASS
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JO ySO9 ay} UBY) aJOW aq pynoys sunjonsjse.yul
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Jo ‘JUuewYysunou yoeeq “|

UII JO} Udo a/qiseay OU

$! 8/94] pue ‘anjeA jo aunjonsjseJjul JO sHulpying

“pepiAoid aq 0} JES1y} JUSUIWWLUI UB SI BU} B4SyM PeyjoNs}sUoD

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a a - ‘yoesq Bulaieoe. au} Jo sessao0id
je}SBO9 PUB sJUSUUIPES YOReg jeinyeu

UM ajqneduwioo si pues peyoduu Bulinsus -Z
wajshs yoesq eagoe ey} UO Joedtu! AjesieApe

}OU S@Op Jey} Base Ue WO pues Huiounos “1

SLU reLok-x= pe sawo0djno ajqe}da0y Ere] UI Coker lure Me-yelU| LUN oN BE = pe

 

 

 

Page 24

L490 p aBeg SyJOM [epl) pue JUoWIdO}eA~ap Je}SeOD :g ApOd 971g
0'Z UOISIBA — SUOISIAOIg JUBLUSSESsy JUsLUdOJeAaGg 9}e}S

 

 

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sey }| ‘efoid au} Jo joedseJ ul UeyeyapuN 9}2]S Jo syeyJew UO sjoedu! spione ‘1,
ueeq sey Apnys jeo|6oj009 paylejop y “pequoseid sj ew0ojno aiqejdeoor oN juewdojansq 910d
SQUBOIJIUBIS [eJUBWUOJIAUS a}e}s JO sJOHeY\y
“AAEUUAYe alqiseay
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Ay} sasiwesd ey} uly M peyeso| eue seunjonyys
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“semadoid

jusoelpe pue sAewueyem ejqebiaeu
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] ‘ayqissod Ajqeuoseai jou Si
aoueplone Buljesjsuowep saye Uoe}@Ba Jo
| seae y AioBa}e9 pue uole}o6an Jo sease 5
A1o6aye9 uo sjoeduil sayeBjiw pue sasiwiulw ‘Zz
Jo ‘uoneyeboa
jo sease y AsoBaje0 pue uoye}960n
jo sease 9 AuoBajye9 uo sjoedwi spioae “1,
“‘paquoseid s| awoo}no ajqe}deooe oN sjueudojeaeq ZLOd
uonejeben Jo sease y pue D Alobayep

] “soanoalqo Ayyjenb Jayem JUCAa|SJ BY} JO} 6007
Adl|Od (Jae AA) UONOSJOId |2JUSLULIOIIAUT 99S :S}ON

 

 

 

 

 

 

 

 

 

‘HIS 84} UO
S}SIX9 UO1}LJEH9A Jo seaie y 10 5 A1oHayeo ON

 

 

 

 

 

asuodsey eeTireves lively (os eksreren eg Ji erestave Mev) tT O ote) N=]

 

Page 25

140 ¢ oBeg SOM [epl} pue JUsWIdO]aAap [e}SOD :g BPOd a}e}S
0'Z UOISJOA — SUOISIAOJ JUBWISSESSy JUBWIdO]aARQg 2}e}S

 

juatudojeasp euew eyeAud

asuodsey sawogjno ajqe}dal0y y-\U fetes Tale Mecyelt-1UUP (oY BED |

ysOm Jeuo}essdo jy :Z7°Z'8 aIqeL

 

‘y002
DY S}@SHO JeJUeWUOJAUZ By) UM BoURplO90e Ul |
| P8JBAI|[Bp 8q Pinoys jasyo ay} ‘eyelIdosdde pesep!suod |
S| J@SJO ue pue soUPoIUBIs jeyJUsWUOIIAUa o]e}S
Jo Ja}}eEW 94} UO ORdUI B|qe}deo0e Ue Polapisuoo
S| Joeduu! enpisel yueoIUBIS 84} BJBUAA “PLOT |
‘Bujuuelg pue ainjonyseyju| \uewdojaaeg a}e1S
Jo yuawpedag ‘auljapind joedu| jenpisay jueoyIUBIS
Uj Ul PaplAoud s| SOUPOWIUBIS |e}USWUOIIAUD 9}e}S
Jo JOeW Uy UO JoRdUI! eEnpisey UBD YUBIs B SAey |IIM
| jualdojaasp ay} J! GulUIWa}ep JO} aoUBPIND :a}ON,

TE WO SUquOd MAM |

39S ‘d/11 HOd aueqsiig OU} JO4 ‘Ueld
youloaid gf] WO, eueqsug au} Ul UONeBRSSAUI/J94Ng
Jo a9edg usdo ZJ ‘ayNg/uoNeAJasUOD LQ
SB payuap! Bele aU] UILYIM pue] od aJoo aueqsug
uO jJuaWdo|aAep O} satidde Ajuo (¢) :a}ou Asoynjeys

“BOUROISUBIs [eJUSWUOJIAUS 9}2}S

Jo soyew 2 uo yoeduy! jenpises jueoy!UuBIS

a|qejdeooe ue u! s}jnseJ justudojenep

9u} ‘UeyeepuN aie sounseew UOeBAIW

pue uoljesiwjulw ‘souepione ejqeuoseal
je 6Bujesyjsuowep Jaye ‘1 }eSyo Ue sepiAcud “¢

 

 

 

pue ‘ajqissod
Ajqeuosee jou s| souepione HuyesjSUOWEp
"SDUBIIIUBIS [e}JUEWIUOIIAUA Jaye SOUBOYIUBIS |2}USWUOIIAUS 9}e)]S JO
832} JO S1e}e] UO JOOJJe JUBDWIUBIS OU aAeY sieyew UO syed! seyeHIwW pue sesiwiulW *Z

 

asuodsay Petites ivi eerily Ervticeesitek- Pitt eletm

Page 26

2409 abeg SYJOM [eply pue yUsUdoOjeA~ap [e}SeO|D :g Bpod 9}e}¢
0'Z UOISIBA — SUOIS|AOJg JUBUSSEsSSY yUELUdOJaAeg 2}2}S$

 

uojewejay |
“UOISJOA JO}e| JO ‘GO00T
‘ABJauy pue JUSWUOJIAU jo juBWLedeqg
‘600z Bulbpeigq Jo} souljeping jUsWssessy
JEUOEN Sy} YIM Sal|diuoo yey} pue
JUSLUUOJIAUS SULeW aU} syoojoud yeu} eld
qyuowebeuew pue Buyopuow e Aq peyoddns Zz
pue ‘UOIsIaA
4918] JO ‘600z ‘ABseuy pue yUSWUOIIAUQ
Jo juswupedseq ‘600z BulBpeig Jo}
SOUI|EPIND JUSLUSSASsy |eUOHeN ey} Buyeow
Aq pue }UaWUOJIAUS Sue au} JO UOHIE}O/d
0} pueGal YIM ayes aq 0} peyeysuOWAp “L

 

 

 

 

 

‘S| Je]eM Jeph We}

f ‘ajqeoijdde Jon ‘poquosaid si eui0d}no ajqe}deooe ON pa6Gpeup Jo jesodsip Aue pue Bul6peup lv LZOd
Ja}eM |epl} ul jeeyew pebpep jo jesodsip Aue pue Bulbpeaip |v

| - —_ “pue] UO

Jesodsip Jo asnau jeloyaueq YyBnosyy pasiwiuiw
S| J9}€M Jeph 0} paesodsip jeuayew pebpaip
Jo Ajquenb au} ‘awnjoa JuSWIpes pue sassad0id
‘ajqeorjdde Jon ‘paquoseid si ewioojno ajqejdacoe oN | je}Se0o Ule}UIEL O} papaeu jou SI}! GIB OZOd
| “ALUNIOA JUSUIPAS PUB Sassadold |
[eE]Se09 UIe}UIEWW O} papssu SI SIY} BJOyYM
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pasodsip jou si shemue}emM jeloye wos |eue}eu
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sAeMa}eM |eloyie wo jeuayew pebpaip Jo ejsem pljos jo jesodsiq
| “sasodind sseooe euuelw 40} Suibpap
Jo Buluspsey YUBQUOAL! JO SUIJSJOYS ‘JOM
‘uoneodde siy} jo UOD9}Od |e}SBOD JO UOONSUOD Sy} euInbal
wed se pesodoid s| juswidojenep ouleW ON | ‘pequosaid si awooj}no ajqej}deoce ON JOU S9Op JUBLUdOJaASp SULIELU O}eAU ZLOd
asuodseay sawosjno ajqe}daosy x: ]Vo Cokes tale m: lol vi 0p Tel BE: Pet

 

 

 

 

 

 

 

 

 

     

Page 27

Ljo 2 eBeg SOM [ep pue JUeUIdO]aAap [e}SEOD :g @pod 9}e}S
0'Z UOISJAA — SUOISIAOJg JUBUISSessy JUeWIdO|eAeq 9}e}S

 

“LLOZ ‘UO99}01q
abeyWJ8}H pue JUeUCUIAUZ Jo juoWPedeq

‘SyJOM epi} JO} spsepue}s Buseulbue ‘JUSAB Oph} WO}s peuyap @ BuImo}jo}
‘uoneoidde pue Buipjing :euljepins ou} ym eouepscoDe pue Bulnp Ajayes ayeedo 0} anuuos Aeuy
S14} Jo ped se pesodoid si yiom [Eph ON | Ul payeoq] pue paubisep si JOM |eplL FEZOW yeu} YONs peublsep pue poyeoo| aie syJoM €ZOd

asuodsey p-r-] PULetey | ale) alqeydacoy ey] Ui foros lato = re) UL TUR ol RE: Pa|

 

yUSWIUJ8AOB [ed0| Aq passesse jou Ss! YOIYM 410M jeUOI}eJEdO :¢'7'8 BIqeL

| ] “sasseoold
|e}se09 10 seainoseai je}seo0o yoe}o/d
0} ALBSS899U JOM JO YOM UOHOSJOId JeJseOo “¢
JO 'S}]SIXO SAHEUIETe e[qIsea}
ou pue uolGai Jo aje}s aj JO} Jyoueq jou
pajeujsuOWAp & SI S19} BJEUM ‘UeId Jo}SeW
Jo uejd asn pue] Ajojnyejs e yim aouRpso90e
ul ‘salioe) uoeiae pue syoduie o1Beye.}s Jo
sunoquey jeog ‘sod Ayoud ‘sod oibayeys “Zz
JO ‘eunjonsyseyul
| Ayunwwoo Jo juawdojesp euleWw
olqnd ‘juewdojeaep juspuadap-jejseoo ‘4
| :yO sesodind
SY} JO} UB] JOUJO ‘“J8]}eM |epi} MOjeq PUe| JO
‘aiqeaijdde 30Nn “paquoseid s| sw0o}no ajqeydeo0e ON UO!}ELWe/Da1 SAJOAUI JOU SBOP JUBsWUdO|eAeq ZZOd
asuodsay SawWiodjno ajqe}dacoy SOWOD}NO sdUBWIOLdd

     

Page 28

753345 9
9 August 2017

APPENDIX C

NATURAL HAZARDS OVERLAY CODE COMPLIANCE

CAUsers\trevor johnson\Documents\castaways.docx

Page 29

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Page 36

753345
9 August 2017

APPENDIX D
GEOTECHNICAL REPORT

‘CAUsersttrevor johnson\Documents\castaways.docx

10

Page 37

Our Ref: WE17035
CJ Cardno

Contact: Richard Maurice Shaping the Future
Cardno (Qid) Pty Ltd

10 July 2017 ABN 57 051 074.992

Ken Lynn Pty Ltd Level 11

c/- Peter McGregor 515 St Paul's Terrace
Fortitude Valley QLD 4006
Australia
Locked Bag 4006
Fortitude Valley QLD 4006
Australia

Dear Sir, Phone: 617 3369 9822

Fax: 617 3369 9722
SLOPE STABILITY AT 2 DAVID LOW WAY CASTAWAYS BEACH

www.cardno.com.au

Background

At the request of Dr Trevor Johnson of Cardno | have conducted an investigation into potential slope stability
issues at the above site. It is understood that the property owner wishes to subdivide the site into six lots for
further housing development. The site is currently occupied by two houses and has an approval for a 2 lot
subdivision.

The subject site comprises Lot 71 on Plan MCH2854. Noosa Planning Scheme interactive mapping
indicates that the site is located in a potential landslide hazard area, accordingly a geotechnical assessment
by an RPEQ is required under the Planning Scheme.

Regional Geology

Queensland Government geological maps show that Lot 1 on MCH2854 is underlain by the following
geological formations:

1. Quaternary age freshwater swamp deposits (extreme northern part of the lot, apparently associated
with the creek to the north)

2. Holocene age parabolic dunes; quartz sand (bulk of the lot)

3. Holocene age dunes, mainly parabolic, quartz sand (extreme northern part of the lot)

Slope Stability and Coastal Hazard Mapping

Noosa Planning Scheme interactive mapping indicates that the site is located in a potential landslide hazard
area. The boundary of this mapping appears to coincide with the Queensland Coastal Hazard Areas Map
showing erosion prone areas. There appears to be no other basis for the site to be considered to be located
in a potential landslide area.

It is understood that the subject of coastal erosion is addressed in a separate report.
Site Inspection
On 15% June 2017 | undertook an inspection of the site, the following points were noted.

e The site is currently occupied by two detached single unit houses.
e Where visible, surface soils comprised clean dune or beach sand.

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Printed on 100% Recycled Paper

Page 38

2 cly Cardno

26 July 2017 Shaping the Future
e Slopes across the currently developed part of the lot were assessed as flatter than 4H:1V.
e No evidence of present or past instability was noted.

Proposed Development

It is understood that the proposed new buildings will be substantially larger than the current dwellings and
may require piled foundations. From a geotechnical standpoint the site is considered suitable for such
construction provided that appropriate standard engineering design and construction is undertaken.

The following points should be noted:

e Construction should not encroach on the area near the creek at the northern end of the site
(recommended set back 50m from the extreme northern end of the lot).

e Site specific geotechnical investigations (boreholes, field and laboratory testing) will be required at
design stage to inform foundation and earthworks design. Such investigations are not required to
assess the general suitability of the site for development.

« Appropriate erosion protection measures including vegetation will be required where non-cohesive
sands are exposed.

Please do not hesitate to contact the undersigned should you have any enquiries.

Yours faithfully

POn
Richard Maurice
Senior Geotechnical Engineer R.P.E.Q. 8354

For Cardno
Direct Line (07) 3100 2231

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