Compiled Reference Document - MCU25/0020 (As Published)

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ADG1786.25

Michael Campbell

Dewatering Management Plan
Proposed Residential Development:

Lot 2 on SP281580, 11 Ravenwood Dr, Noosa Heads, Queensland

Revi

MC

Michael Campbell

Sunshine Beach Noosa Developments Pty Ltd

Michael Wilkes

7 October 2025

Sunshine Beach Noosa Developments Pty Ltd

1 PDF

 

ADG Consulting Pty Ltd

Michael Campbell Benvsc, BSc[Hons],

DipProjMgt, DipOHS, DipBusMgt, DipBus(Quality Auditing)
MEIANZ, MALGA, MASSI
Director & Principal Environmental Scientist

Date: 7 October 2025

 

This document and all its content is copyright. Apart from fair dealing for the purposes of study, research, criticism
and/or review as permitted under the Copyright Act 1968, no part of the content may be reproduced, reused or
redistributed without the prior written permission of ADG Consulting Pty Ltd.

 

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Table of Contents

 

 

 

 

 

 

 

 

1 INTRODUCTION 1
1.1 PROPOSED DEVELOPMENT 1
1.2 RELEVANT GUIDELINES 1
1.3 GENERAL ENVIRONMENTAL DUTY 1
1.4 DMP oBjJECTIVES 2
1.5 SCOPE OF WORK 2
2 SITE CHARACTERISTICS 3
2.1 PROPERTY DESCRIPTION 3
2.2 SURROUNDING ENVIRONMENT 3
2.3 TOPOGRAPHY 3
2.4 GEOLOGY & SOILS 3
2.5 HYDROGEOLOGY 3
3 PREVIOUS INVESTIGATIONS 4
3.1 GLOBAL TESTING 2016 4
3.1.1 Sous 5
3.1.2 | GROUNDWATER 5
3.2 STA CONSULTING ENGINEERS 2016 5
3.3 GROUNDWATER QUALITY 5
4 WATER QUALITY OBJECTIVES 7
4.1 RECEIVING ENVIRONMENT 7
4.2 DEVELOPMENT OF WATER QUALITY OBJECTIVES 7
4.3 PROPOSED WATER QUALITY OBJECTIVES 8
5 DEWATERING METHODOLOGY 10
5.1 BASEMENT EXCAVATION AND SHORING 10
5.2 GROUNDWATER EXTRACTION 10
5.3 EXTRACTION/DISCHARGE RATES AND VOLUME 10
5.3.1 | DEWATERING EXTRACTION CALCULATION BASED ON SUBSURFACE SOIL PROFILE 10
5.4 DEWATERING DURATION 11
5.5 GROUNDWATER DRAWDOWN 11
5.6 GROUNDWATER TREATMENT 12
5.7 NOMINATED HOLD POINTS 12
6 WATER QUALITY MANAGEMENT 13
6.1 RESPONSIBILITY 13
6.2 OPERATIONAL POLICY 13
6.3 PERFORMANCE CRITERIA 13
6.4 IMPLEMENTATION STRATEGY 13
6.4.1 | GROUNDWATER TREATMENT SYSTEMS 13
6.4.2 DEWATERING STRATEGY 14
6.4.3 INITIAL PUMP-OUT 14
6.5 MOoniTorING 14
6.5.1 VISUAL MONITORING 14
6.5.2 | WATER QUALITY MONITORING 14
6.5.3 | MONITORING RESPONSIBILITIES 15
6.6 MAINTENANCE 16
6.7 REPORTING 16
6.8 CONTINGENCIES 16
7 NOISE & ODOUR MANAGEMENT 18
71 RESPONSIBILITY 18
7.2 OPERATIONAL POLICY 18
73 PERFORMANCE CRITERIA 18
74 IMPLEMENTATION STRATEGY 18
7.4.1 NOISE 18
7.4.2 ODOUR 18
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7.5 MOoniTorING 18
7.6 REPORTING 19
7.7 CONTINGENCIES 19
8 LIMITATIONS 20
9 REFERENCES 21
APPENDIX A: FIGURES
APPENDIX B: DRDMW LICENCED BORE SEARCH
APPENDIX C: ARCHITECTURAL DRAWINGS
APPENDIX D: DEWATERING CALCULATION OUTPUT

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1 ‘Introduction

ADG Consulting Pty Ltd (ADG) was engaged by Sunshine Beach Noosa Developments Pty Ltd (on behalf
of Des Wood) to prepare a Dewatering Management Plan (DMP) for the proposed residential
development within property described as Lot 2 on SP281580, situated at 11 Ravenwood Dr, Noosa
Heads, Queensland. A previous version of this DMP (RevO dated 20/02/25) was prepared on the basis of
a single level basement, which has now been amended to two level, and the DMP has now been revised
in response to this change and also in response to a ‘Further Advice — Development Application’ letter
received by the project from Noosa Council (reference MCU25/0020, dated 24/09/25).

1.1 Proposed development

The proposed development comprises the construction of a two-storey residential dwelling over a two-
level in-ground basement on the 622 m’ site. Supplied information indicates that excavations to facilitate
the basement construction will extend to a maximum of approximately 7.4 m below ground level (bgl) to
approximately RL-5.0 m Australian Height Datum (AHD; assuming local existing surface levels of around
2.4m AHD and a basement slab in the order of 0.4 m thickness). Localised deeper excavations will also
be required for the construction of the car stacker overrun pit and other structural elements (i.e. footings
and pile caps), where required.

Groundwater seepage was previously recorded at a depth of between approximately 1.8 to 2.0 mbgl
(equating to an approximate elevation of approximately 0.6 to 0.4 mAHD), during geotechnical
investigations on the site (Tectonic, 2025). No further recent data has been supplied for review in
preparing this DMP, however based on ADG’s experience on nearby sites in the locality in recent years,
it is anticipated that groundwater should be expected at or around 0.6 m AHD +/- 0.5 m, depending on
tidal and seasonal rainfall conditions. Dewatering will therefore be necessary to allow the basement to
be constructed in dry conditions.

1.2 Relevant guidelines

The DMP was prepared with reference to the following documents:

— Australian and New Zealand Guidelines for Fresh and Marine Water Quality. 2018. Australian and
New Zealand Governments and Australian state and territory governments (ANZG), Canberra ACT,
Australia.

— Australian and New Zealand Guidelines for Fresh and Marine Water Quality. 2000. Australian and
New Zealand Environment and Conservation Council and Agriculture and Resource Management
Council of Australia and New Zealand (ANZECC/ARMCANZ).

— Environmental Protection (Water & Wetland Biodiversity) Policy 2019. Department of Environment
and Science (DES), Queensland Government.

— Noosa River environmental values and water quality objectives. 2022. Department of Environment
and Science (DES), Queensland Government.

— Guidelines for Managing Risks in Recreational Water. 2018. Australian Government, National Health
and Medical Research Council (NHMRC).

= Monitoring and Sampling Manual 2018, Version 2 June 2018. 2018. Department of Environment and
Science (DES).

- Queensland Water Quality Guidelines 2009, Version 3. 2013. The Department of Environment and
Heritage Protection (DEHP).

1.3 General environmental duty

The Environmental Protection Act 1994 describes that all persons in Queensland have a “General
Environmental Duty” and that “a person must not carry out an activity that causes, or is likely to cause
environmental harm unless the person takes all reasonable and practicable measures to prevent or
minimise the harm”.

 

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The Act requires that appropriate action be taken to report that environmental harm is occurring or has
the potential to occur, unless the harm is authorised under an environmental protection policy, an
environmental management program, a development approval, or an environmental protection order.
This is known as the “Duty to Notify”. Failure to fulfil this duty is an offence and may result in prosecution.

1.4 DMP objectives

The objectives of the DMP are to:

— Describe the dewatering methodology, groundwater treatment, monitoring and reporting
procedures to be employed at the site during dewatering activities.

— Provide effective management procedures to prevent environmental harm resulting from the
discharge of extracted groundwater from the site.

1.5 Scope of work

To achieve the investigation objectives, the following scope of work was undertaken:

—  Adesktop study including:

1.
2.
3.

4.
5.

Review of the development proposal and proposed shoring/dewatering designs.

Review of geology and soil maps for the area.

Search of groundwater bores licensed by the Department of Local Government, Water and
Volunteers (DLGWV) within a 200 m radius of the site.

Review of relevant existing reports and groundwater data from the local area.

Review of current aerial photographs of the site and surrounds.

— The preparation of this Dewatering Management Plan for submission to Noose Shire Council (NSC).

 

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2 Site characteristics
2.1 Property description

The site is described as Lot 2 on SP281580 and is situated at 11 Ravenwood Dr, Noosa Heads, Queensland.
From recent available aerial mapping (Nearmap), the site was recently cleared between June and October
2024, previously occupied by a multi-storey residential dwelling, and the site is generally rectangular in
shape. The site has a total area of 622 m? and is shown in Figure 1, Appendix A.

2.2. Surrounding environment

The surrounding environment and land use is described briefly in Table 1.

Table 1 Surrounding land use and environment

Direction Environment
North Easement, then existing residential housing.
East Canal watercourse connected to Noosa Inlet/Noosa River.
South Existing residential housing, then Mossman Court.
West Ravenwood Drive, then existing residential housing, then canal watercourse

connected to Noosa Inlet/Noosa River.
2.3 Topography

The site and surrounding land is considered to be generally level, consistent with previous residential
land use and recent demolition.

2.4 Geology & soils

The surface geology at the site is mapped as being Anthropocene-aged gravel, sand and silt; man-made
deposits generally associated with land-fill or mining (tailings, dumps and rehabilitated areas). The
dominant rock type is identified as a stratified unit of man-made miscellaneous unconsolidated deposits
as referenced through detailed surface geology (accessed via Queensland Globe online, 20 February
2025).

The Acid Sulfate Soils (ASS) map 1:100,000 scale categorises the site as ‘SEA’/’SDL’ or ‘Disturbed Land
with probability of ASS’, indicating that the site is likely to contain acid sulfate soils but the type and depth
to ASS has not been defined (accessed via Queensland Globe online, 20 February 2025).

2.5 Hydrogeology

A search of groundwater bores licensed by DLGWV was conducted by ADG on 20 February 2025. The
search identified no licensed bores within a 200 m radius of the site. A map showing the bore search area
is provided in Appendix B.

Based on the local geology and topography, and the site’s proximity to the canal and the Noosa River, the
inferred groundwater flow is to the east. Groundwater beneath the site is likely to be hydraulically
connected to the canal, therefore saline groundwater conditions are anticipated, and additional saltwater
intrusion is likely to occur during dewatering.

 

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3. Previous investigations
This DMP is based on site and locality specific information sourced from the following information
provided to ADG by SCG Consulting Engineers and/or otherwise sourced by ADG:
=  Geo-environmental Investigation, Proposed Residence, 11 Ravenwood Drive, Noosa Heads. Tectonic.
June 2025. Ref. 25040-001-Rev1.
— Site Classification Report, Proposed Residence 11 Ravenwood Drive, Noosa Heads. Global Testing,
August 2016, Ref: 16/0686.
— Foundation Design Report, Lot 1 9 Ravenwood Drive, Noose Heads. STA Consulting Engineers,
September 2016, Ref: ES137382-B.
— River Oasis, DA Issue C, design plan set. Chris Clout Design. 3 October 2025 (Refer Appendix C).
It is noted that dilapidation reports for surrounding structures and services are proposed to be
undertaken prior to commencement of construction and dewatering, however are to be provided to
Council separately from this DMP.
A brief discussion of relevant soil and groundwater conditions is provided below.
3.1 Tectonic Geotech 2025
A Geotechnical and Acid Sulfate Soils (ASS) Investigation was undertaken at the site in February 2025 by
Tectonic to assess ground conditions for the currently proposed development.
3.1.1 Soils

A total of two boreholes (BH1 and BH2) were drilled to 15 and 16.5 m in depth. Shallow fill material
encountered comprised loose to medium dense silty sand fill containing gravel and deleterious materials
(cobbles, building materials) to depths of 2.3 to 3.0 mbgl, overlying medium dense to very dense sands
overlying stiff clays at depth. A firm sandy/silty clay layer was encountered between 4.8 and 5.5 mbgl in
both boreholes, with some loose sands above.

A total of 32 samples were obtained and laboratory analysed for field screening of ASS, with six of these
selected for further analysis using the Chromium Reducible Sulfur (CRS) suite. Results reported by
Tectonic indicate that some degree of ASS is present within the existing fill and natural sand materials to
4 mbgl (noting some acid neutralising capacity is present within this part of the soil profile), with an
unquantified acid generating potential for deeper soils, noting the ASSMP included by Tectonic indicates
further testing for liming rates is required during construction, as no assessment of ASS beyond 4 mbgl
was undertaken by Tectonic.

3.1.2 Groundwater

3.2

Groundwater seepage was encountered in both boreholes (BH1 to BH2) at approximately 1.8 — 2.0m
below the ground surface at the time of the investigation, with standing groundwater measured in a
standpipe in BH1 at 1.8 mbgl. No analysis of ground water was conducted as part of the investigation.
However, groundwater levels are anticipated to be directly influenced by tidal variation in the canal
(adjacent to site). A groundwater sample obtained by Tectonic was lab analysed and reported to contain
high levels of total and dissolved aluminium and iron, and strongly alkaline (pH 10) which may affect
water quality during dewatering, and/or worsen as dewatering progresses in acid sulfate soil conditions.

Global Testing 2016

A Site Classification Investigation was undertaken at the site in August 2016 by Global Testing (Global) to
assess the soil suitability for slab and footing establishment associated with a previously proposed
development. ADG notes the relevance of this report is limited due to the age of the report, and fact that
the site was developed with a residential premises including basement carparking in 2018, which has
since been demolished as of October 2024.

 

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3.2.1 Soils

A total of two boreholes (BH1 and BH2) were drilled to 3.5m in depth. Shallow fill material encountered
comprised brown, fine to coarse grained medium-dense sands to between 0.0m and 2.0m in depth.
Underlying fill materials comprised similar material with increasing moisture (saturated) from 2.1m to
the termination depths of 3.5m in both boreholes. Global makes mention that the encountered fill was
likely placed a significant number of years prior and that the site may be underlain with deep settling
marine clays.

3.2.2 Groundwater

3.3

3.4

Groundwater was intercepted in both boreholes (BH1 to BH2) at approximately 2.1m below the ground
surface at the time of the investigation (July 2016). No analysis of ground water was conducted as part
of the investigation. No steady groundwater levels were obtained, however given the site location and
highly permeable soils, groundwater levels are anticipated to be directly influenced by tidal variation in
the canal (adjacent to site). ADG notes the relevance of this report is limited due to the age of the report,
and fact that the site was developed with a residential premises including basement carparking in 2018,
which has since been demolished as of October 2024. It is also noted that no acid sulfate soil (ASS)
investigation was undertaken alongside the soil classification investigation for the site.

Therefore, as part of the groundwater monitoring program, untreated groundwater will be sampled as
part of the pre-discharge monitoring (and then as required) to detect any potential in-situ oxidation of
potential ASS, and potential contingencies such as reinjection of groundwater to minimise oxidation will
be recommended if required.

STA Consulting Engineers 2016

A Site Investigation was undertaken on the adjacent site at 9 Ravenwood Drive by STA Consulting
Engineers (STA) in September 2016. A total of two boreholes (BH1 and BH2) were drilled to between 2.0m
and 2.6 m in depth. Subsurface material encountered comprised brown, orange-brown, medium-dense
to dense silty sands to between surface level and termination depths in all boreholes.

No groundwater seepage was indicated on the bore log sheets provided however the subsurface material
was logged as being wet from approximately 1.6m in depth in both boreholes.

No additional relevant information can be summarised from this report in relation to the dewatering
operations for the project.

Groundwater quality

No site-specific groundwater quality data was provided to ADG to assist with the preparation of this DMP,
however numerous groundwater investigations and dewatering monitoring projects that have been
undertaken by ADG throughout the Noosa Coast Region in recent years. Our understanding of the
groundwater quality in the region is provided below:

— Groundwater is generally mildly acidic to neutral, with pH levels ranging from approximately 5.5 to
6.5 and electrical conductivity ranging from brackish to saline between 2,000 yS/cm to
48,000 uS/cm. Groundwater pH has the potential to reduce (become more acidic) following
oxidisation of PASS as dewatering progresses, particularly if re-wetting of the soils occurs.

— Dissolved oxygen levels in static groundwater typically range from approximately 35 — 40 %
saturation.

— The groundwater associated with indurated sand strata is moderately to highly turbid as a result of
staining and organic content.

— Concentrations of dissolved metals are typically below the available marine water trigger values
(MWTV’s) provided in ANZECC/ARMCANZ (2000) for the receiving waters, however elevated levels
of aluminium and particularly iron are expected in the untreated groundwater and have the
potential to increase following oxidisation of PASS as dewatering progresses or as a result of existing
acidic groundwater conditions.

 

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— Given the location and previous use of the site, groundwater impacts resulting from site
contamination are not anticipated.

A groundwater investigation will be undertaken at the commencement of dewatering as described in
Section 6.5.2 of this report. This assessment will be representative of the groundwater being extracted
and treated from the entire site, as opposed to localised monitoring well data which is often misleading.
Based on previous experience with dewatering in the area, ADG expects the groundwater to require
treatment to increase pH and dissolved oxygen levels, as well as reduce turbidity, suspended sediments
and dissolved metal concentrations prior to being discharged to the Noosa River Canal System.

 

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4 Water quality objectives
4.1 Receiving environment

It is proposed to discharge extracted groundwater directly over the revetment wall into the Noosa River
canal system adjacent to the site. The exact location of the receiving waters/environment will be
confirmed on commencement of dewatering.

The receiving environment in this location identifies as a tidally flushed, moderately disturbed, canal,
harbour or marina environment connected to the marine Noosa River. The following section establishes
water quality objectives (WQOs) to ensure that the environmental values of the receiving waters are
protected and maintained.

4.2 Development of water quality objectives

WQOs have been developed to support and protect the designated environmental values (EVs) for the
receiving environment. The WQOs are based on a moderately disturbed level of protection for tidal
canals, constructed estuaries, marinas and boat harbours. The WQOs have been developed with
reference to the following guideline documents:

— Australian and New Zealand Guidelines for Fresh and Marine Water Quality 2018. (ANZG 2018) The
selected trigger values apply to moderately disturbed systems to provide a 95% level of species
protection for marine waters.

— Environmental Protection (Water & Wetland Biodiversity) Policy 2019. Queensland Government.
— Noosa River environmental values and water quality objectives. 2022. DES.
- Queensland Water Quality Guidelines, Version 3, September 2009. 2013. DEHP.

The Australian and New Zealand Guidelines for Fresh and Marine Water Quality by the Australian and
New Zealand Environment and Conservation Council and Agriculture and Resource Management Council
of Australia and New Zealand (ANZECC/ARMCANZ, 2000), has undergone review, with the publication of
the 2018 version. The revised Australian and New Zealand Guidelines for Fresh and Marine Water Quality
2018 is a joint initiative between the Australian and New Zealand Governments and Australian state and
territory governments (ANZG, 2018) and supersedes the ANZECC/ARMCANZ 2000 publication. Where
ANZECC/ARMCANZ (2000) is referenced, the relevant sections are still relevant and consistent with the
updated ANZG 2018 publication, as referenced in the ANZG 2018 publication.

The Queensland Water Quality Guidelines 2009 (DEHP, 2013) was made pursuant to the provisions of the
Environmental Protection (Water) Policy 1999, now the Environmental Protection (Water & Wetland
Biodiversity) Policy 2019 (the EPP(Water)), which is a subordinate legislation under the Environmental
Protection Act 1994 and was developed as the State response to the ANZECC/ARMCANZ (2000)
Guidelines. The EPP(Water) provides a framework for:

-— Identifying environmental values for Queensland waters, and deciding the water quality objectives
to protect or enhance those environmental values.

— Including the identified environmental values and water quality objectives under Schedule 1 of the
EPP (Water).

WQOs are long term goals for surface water quality management. They are indicators established for
receiving waters to support and protect the designated Environmental Values (EVs) for those waters. DES
(2022) describes that for slightly to moderately disturbed waters, the guideline values should be
compared with the median of values at a test site, whilst ANZG (2018) stresses that the aquatic ecosystem
guideline values are triggers to further action, are inherently conservative, and that the response to non-
compliance should match the magnitude and impacts (if any) of the exceedance.

Regardless of the WQOs adopted in this DMP, the General Environmental Duty set out in the EP Act is
paramount, which requires that “a person must not carry out an activity that causes or is likely to cause

 

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43

environmental harm unless the person takes all reasonable and practicable measures to prevent or
minimise the harm”.

Proposed water quality objectives

The proposed water quality objectives that have been developed for the discharge of extracted
groundwater from the site are provided in the Tables below. All water discharged from the site must
comply with the discharge criteria provided in Table 2. In addition, the receiving water quality within a
20 m radius of the discharge point entry to the receiving water shall comply with the receiving water
criteria provided in Table 3. Receiving waters data will be assessed against background monitoring data

if non-compliant results are obtained at the receiving waters monitoring location.

Table 2 Discharge criteria

Parameter Criteria

Physico-chemical

pH (pH units) 6.5-8.5!

Dissolved oxygen (% saturation) 2802

Suspended solids (mg/L) <501?

Turbidity (NTU) <502

Litter None visible

Totals metals (ug/L)

Aluminium No ANZG criteria / 200?

Iron No ANZG criteria / 3002
Table notes:

1. QWAQG 2009 (2013) Refer to Table 8.2.1. Summary of design objectives for management of stormwater quality and flow —

construction phase of development in Queensland.
2. Typical discharge criteria recognised throughout Queensland & NSW.

3.Criteria subject to anticipated Development Application (DA) notice and conditions by Noosa Shire Council.

Table 3 Receiving waters criteria

Parameter Criteria
Physico-chemical
pH (pH units) 7.8 - 8.31
Dissolved oxygen (% saturation) 85-105!
Suspended solids (mg/L) <14t
Turbidity (NTU) <6t
Dissolved metals (ug/L)
Aluminium 37
Arsenic No relevant ANZG criteria available
Cadmium 5.5?
Chromium 4.47
Copper 1.32
Iron No relevant ANZG criteria available
Lead 4.42
Nickel 702
Zinc 8
Mercury 0.42
Totals metals (ug/L)

 

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Parameter Criteria
Aluminium No ANZG criteria / 200?
Iron No ANZG criteria / 3002

Table notes:

1. DES (2022). Noosa River environmental values and water quality objectives (tidal canals, constructed estuaries, marinas and
boat harbours).

2. ANZG (2018). Supersedes ANZECC/ARMCANZ (2000) - Marine water trigger values for 95% species protection.

3. Criteria subject to expected condition in Development Application (DA) notice by Noosa Shire Council.

Although ADG has not been provided a copy of the DA notice and conditions for the proposed
development, based on previous dewatering projects in the Sunshine/Noosa Coast Region it is expected
that total iron and aluminium concentrations as listed in Table 3 (above) are likely to be conditioned by
Noosa Shire Council for compliance. It should be noted that these concentrations are considered to be
onerous with respect to the risk-based (worst-case) bioavailable trigger value criteria contained in ANZG
2018 & ANZECC/ARMCANZ (2000) for marine water (moderately disturbed) 95% species protection, and
are likely to be difficult to achieve given the groundwater conditions encountered in the locality on
previous dewatering projects on the Sunshine/Noosa Coast.

Prior to discharge to the stormwater system or any waterway, discharges are to be tested to meet the
requirements of the ANZG 2018 & ANZECC/ARMCANZ (2000) Guidelines for Fresh and Marine Water
Quality. There is currently no chemical toxicant trigger value criteria available for total or dissolved (i.e.
bioavailable) concentrations of iron or total concentrations of aluminium for marine or estuarine waters
under the Australian and New Zealand Guidelines for Fresh and Marine Water Quality Guidelines (ANZG
2018 & ANZECC/ARMCANZ 2000 — i.e. ANZECC Guidelines) or the Guidelines for Managing Risks in
Recreational Waters (NHMRC 2008), with regards to managing environmental impacts to the waterway.

In addition, Section 5 (Guidelines for recreational water quality and aesthetics) of the ANZECC/ARMCANZ
(2000) Guidelines (per section 5.2 thereof) was superseded by the Guidelines for Managing Risks in
Recreational Water in 2008 (NHMRC, 2008). Therefore, a reference to the ANZECC/ARMCANZ (2000)
Guidelines is by association and extension a reference to the current 2008 NHMRC Guidelines. The 2008
NHMRC Guidelines contain no criteria for aluminium, and only includes an aesthetic criterion for iron —
noting this is an aesthetic criterion derived from the Australian Drinking Water Guidelines on the basis of
ingesting 2L of the recreational water solution per day. ANZECC/ARMCANZ (2000) Section 5.2.3.3, notes
that as a general guideline, under Toxic Chemicals, ‘Higher concentrations of toxicants may be tolerated
occasionally if it assumed that no person will ingest more than a maximum of 100 mL water during a
normal swimming session (NHMRC 1990) compared with 2L/d for potable water’, and Section 3.1.1.3,
under Risk based approach of the guidelines, ‘The guideline trigger values are based on bioavailable
concentrations, and hence are relatively conservative when compared with total concentrations in the
field, so the use of the decision frameworks will increase guideline concentrations in most cases’.
Therefore, any chemical toxicant trigger values would require reassessment and likely increase upwards
of any ANZG 2018 &/or ANZECC/ARMCANZ (2000) Guideline trigger values due to the slightly to
moderately disturbed nature (and thereby reduced sensitivity) of the receiving waters.

In conditioning more onerous criteria, rather than the available marine chemical toxicant trigger value
criteria contained within the ANZG/ANZECC Guidelines, an unachievable constraint may be placed on the
development. This DMP has allowed for contingency measures to be incorporated into the treatment
and discharge system if required, including silt curtains to be installed within the receiving waterway
surrounding the discharge location, or further onsite treatment measures such as filtration, to prevent
and/or minimise as far as reasonably practicable the potential for release of suspended solid loads into
the broader receiving waterway.

 

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5.2

5.3

Dewatering methodology
Basement excavation and shoring

It is understood that the excavation/basement perimeter will be stabilised along the perimeter of the
basement excavations using a contiguous soldier pile wall. Excavations to facilitate the basement
construction will extend to a maximum of approximately 7.4 m below ground level (bgl) to approximately
RL-5.0 m Australian Height Datum (AHD; assuming local existing surface levels of around 2.4 m AHD and
a basement slab in the order of 0.4 m thickness). Localised deeper excavations will also be required for
the construction of the car stacker overrun pit and other structural elements (i.e. footings and pile caps),
where required.

Groundwater seepage was previously recorded at a depth of approximately 1.8 to 2.0 mbgl (equating to
an approximate elevation of approximately 0.6 to 0.4 mAHD), during geotechnical investigations on the
site (Tectonic, 2025). No further recent data has been supplied for review in preparing this DMP, however
based on ADG’s experience on nearby sites in the locality in recent years, it is anticipated that
groundwater should be expected at or around 0.6 m AHD, +/- 0.5 m, depending on tidal and seasonal
rainfall conditions. Dewatering will therefore be necessary to allow the basement to be constructed in
dry conditions.

It is expected that the development will include a ‘tanked’ basement to prevent the requirement for a
permanent dewatering facility at the site.

Groundwater extraction

Dewatering is anticipated to be undertaken using a series of 8.0 m length, 40 mm diameter PVC spears
installed to 8.0 m in depth from approx. RL1.5 at 1.5 m intervals around the internal and external
perimeter of the basement excavation.

The basement excavation must be dewatered to a minimum of approximately 1.0 m below the deepest
point of excavation to allow construction to be undertaken in dry conditions. The water table is therefore
expected to be lowered by a minimum of approximately 6.6 m to around -6.0 m AHD. It is expected that
the cone of depression in the standing groundwater table will be predominantly limited to within the site
boundaries due to the low permeability secant pile wall.

It is proposed that the development will include a ‘tanked’ basement to prevent the requirement for a
permanent dewatering facility at the site. Similarly, no permanent groundwater dewatering is proposed
or likely to occur as a result of the development, with all services and pipework proposed to be situated
above standing groundwater elevations (that is, at elevations above 0.3 mAHD) and subject to the
nominated hold points at Section 5.7. Where any deviation is proposed from this arrangement, all
pipework within the saturated zone, that outlets direct to waterways must be fitted with buried
headstocks at suitable intervals to prevent ongoing dewatering of groundwater along pipework bedding.

Extraction/discharge rates and volume

5.3.1 Dewatering extraction calculation based on subsurface soil profile

The dewatering extraction rate, area of influence and cone of depression has been estimated using the
Western Australian Department of Water and Environmental Regulation Cone of Depression Calculator.

The calculation results are based on the following parameters and known site-specific conditions. The
following is applicable to the basement excavations spanning across the lot:

— Approximate length of excavation = 23 m

— Approximate width of excavation = 17 m

— Reduction in depth of groundwater across the basement footprint/excavation = 6.6 m

— Approximate depth of saturated aquifer = 10 m (standardised conservative value applied)

 

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5.4

5.5

The soil profile of comprised predominantly of fine to medium grained silty sands, which has a hydraulic
conductivity of 8.2 m/day, or equivalent 0.0000949 L/sec (WA Calculator). The results of the calculation
are shown in Table 4 below, and a copy of the output is provided in Appendix D.

Table 4 Dewatering extraction rate results

Output Result
Effective radius of dewatering spears (m) 41
Dewatering radius of influence (m) 193
Discharge rate (L/sec) 9
Discharge rate (L/hr) 32,400
Establishment of cone of depression (hours) 1,424

Based on the above inputs, a groundwater flow rate of approximately 9 L/sec or 540 L/min or 32,400 L/hr
has been predicted for the development, with the estimated cone of depression radius to be
predominantly limited to within 3 m of the secant pile shoring wall. Flow rates are predicted to be highest
during initial drawdown of the groundwater table within the basement excavation footprint, and
reducing to approximately 5 — 6 L/sec following establishment of the cone of depression within the
excavation. Flow rates may fluctuate due to tidal variations, generally approximately + 0.5 m, and will
also be influenced by rainfall and surface water collection within the basement excavation footprint
noting the underlying predominantly sand profile encountered during geotechnical investigations.

Regardless of the contractor employed, groundwater treatment systems should be installed with
capability for treating flow rates of up to 10 to 12 L/sec, as a contingency against higher than anticipated
flow rates exceeding the estimated 9 L/sec as a result of varying ground conditions across the extent of
excavation.

However, it should be noted that the WA Calculator provides a conservative assessment of inflows to an
excavation footprint based on area and depth but does not take account of the method of perimeter
piling i.e. contiguous pile walls, which will inhibit lateral inflows. Also note that the cone of depression
radius measure includes water table depressions of 1 mm depth or more, so any significant depression
of the water table is limited to much closer to the spear point dewatering spears (generally within 3 to
10 m from the shoring wall in fine-medium grained sands, depending on density of the strata).

Dewatering duration

Dewatering will be necessary throughout the basement construction phase, which is expected to require
dewatering for approximately 16 to 20 weeks. To minimise the potential impacts during construction of
short-term dewatering, periods of active dewatering will be minimised as much as possible. However,
ADG notes that once active dewatering has commenced, dewatering will not be able to be ceased until
both: a) the basement hydrostatic uplift forces have been compensated to the satisfaction of the
consulting RPEQ engineer; and b) potential hydraulic loading on the external face of the sheet pile or
contiguous pile shoring system has been compensated to the satisfaction of the consulting RPEQ engineer
and shoring contractor.

Groundwater drawdown

Groundwater drawdown caused by dewatering has the potential to create settlement in unconsolidated
sediments and loose sands. It is noted that dilapidation reports for surrounding structures and services
are proposed to be undertaken which were not supplied to ADG for the purposes of preparing this DMP,
and are to be provided to Council separately from this DMP.

Groundwater drawdown may also oxidise potential acid sulfate soils within the cone of depression,
subsequently producing acidic groundwater conditions and mobilising heavy metals. Monitoring of the
extracted untreated groundwater will be undertaken to detect potential in-situ oxidation, as required

 

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and at the frequencies stated in Section 6.5.2. Groundwater monitoring bores for groundwater level
gauging external to the excavation footprint are expected to be unable to be established and monitored
prior to and during construction on the site, due to limited space (SCG Consulting Engineers).

Architectural plans of the proposed development and basement arrangement are provided at
Appendix C.

5.6 Groundwater treatment

All extracted groundwater will be treated on-site using available technologies prior to discharge to the
stormwater network. The following treatment measures (or similar depending on final dewatering
contractor selection) will be adopted, and will be installed and operational prior to the commencement
of dewatering:

1. A groundwater pH buffering treatment system (primary treatment)

2. A sedimentation tank to provide additional residence time and sedimentation (secondary
treatment).

3. Installation of fine media filtration to retain suspended sediments and/or heavy metals (tertiary
treatment), if required.

Details of the treatment systems and methodologies are provided in Section 6 of this report.

Note: Consideration should be taken, regarding placement of treatment gear on site to enable easy
cleaning and maintenance throughout the dewatering phase for the project. Consider the potential
requirement for regular de-sludging of sedimentation tank/s to suitable area onsite, if available (cost
minimisation).

5.7. Nominated Hold Points

In accordance with anticipated DA Conditions, nominated hold points to be enacted during construction
have been proposed to facilitate for certification by the suitably qualified person experienced with Acid
Sulfate Soils, as well as Council Development Engineer to ensure all possible avenues for continual
dewatering below permanent groundwater level, including around pipework bedding that outlet to
waterways, are appropriately sealed. The nominated hold points regarding dewatering for this project
are:

1. Prior to commencement of dewatering/initial pump out

2. At finished excavation level, prior to blinding layer application

3. External to basement service installation trench opening/s prior to backfilling.

The above nominated hold points are subject to confirmation by the consulting engineer, and liaison with
council representatives and the Site Manager.

 

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6 Water quality management
6.1 Responsibility

The Site Manager is ultimately responsible for implementing the water quality management procedures
described in this DMP.

6.2 Operational policy

To prevent impacts on the receiving waters by effectively treating all extracted groundwater prior to
discharge from the site.

6.3 Performance criteria

The performance criteria for the discharge of extracted groundwater are the water quality objectives
provided in Table 2 and Table 3 in Section 4 of this report. Both the discharge and receiving waters (within
a 20 m radius of the stormwater discharge point) will be assessed against the WQOs to ensure that the
environmental values of the waterway are maintained. Receiving waters data will also be assessed
against background monitoring data if non-compliant results are obtained at the receiving waters
monitoring location.

6.4 Implementation strategy

All extracted groundwater will be treated on-site using available technologies prior to discharge to the
stormwater network. The treatment system described in Section 6.4.1 will be adopted, installed and
operational prior to the commencement of dewatering.

6.4.1 Groundwater treatment systems

Subject to final appointment of shoring and dewatering contractors (who all generally have different
treatment systems), the following treatment systems are generally proposed for dewatered groundwater
treatment prior to discharge. Regardless of the contractor employed, groundwater treatment systems
should be installed with capability for treating flow rates of up to 10 to 12 L/sec, as a contingency against
higher than anticipated flow rates exceeding the estimated 9 L/sec as a result of varying ground conditions
across the extent of excavation or construction during wet weather.

Primary treatment
A groundwater treatment system will be installed to provide primary treatment of the extracted
groundwater. The system will provide the following capabilities:

A baffled treatment tank with 5 kL minimum capacity

Automated in-line chemical dosing systems for the addition of buffering solutions and coagulants
A filtration system to reduce fine particulates (if required)

Emergency response alarms for non-routine situations.

FWnNr

Based on the estimated extraction rate, this system will provide approximately nine minutes contact time
during the initial chemical dosing, prior to secondary treatment using a sedimentation tank. Primary
treatment tank will be vertically stacked on the secondary treatment tank wherever practicable to
minimise site area required for groundwater treatment equipment.

Secondary treatment

A 23 kL sedimentation tank will be utilised to provide the necessary residence time for secondary
treatment of the groundwater prior to discharge to the stormwater system. Based on the estimated
groundwater extraction rate of approximately 32,400 L/hr (equivalent 540 L/min) from Section 5.3.1 of
this Report, one sedimentation tank will provide approximately fourty-two minutes retention time
following primary treatment of the extracted groundwater. This is considered to be sufficient secondary
settling / retention time based on extensive prior experience on other sites in similar ground conditions.

 

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Tertiary treatment — may be required following initial testing of extracted groundwater.

A filtration treatment system with specialised fine filtration media and chlorine dosing will be utilised to
provide the required heavy metal removal (specifically for total and dissolved iron) where not
precipitated and retained within the sedimentation tank/s (secondary treatment). This treatment system
will provide tertiary treatment of the groundwater prior to offsite discharge. This type of fine media
filtration treatment system is a forced-flow system under pressure, and generally capable of treating flow
rates of up to 20 L/sec per filtration unit (therefore residence time is inconsequential to treatment quality
achieved).

Tertiary treatment will only be required if the required water quality is unable to be achieved following
primary and secondary stages of treatment. Subject to the results of field and laboratory testing during
the pre-discharge monitoring event.

6.4.2 Dewatering strategy

The Site Manager, Dewatering Contractor and ADG Consulting will, where practicable prior, formulate a
dewatering strategy to ensure that the dewatering treatment system is sufficient to meet the
requirements of the project and that the necessary equipment can be accommodated within the site
prior to the commencement of dewatering.

Where the construction of the proposed development requires occupation of the road reserve (verge
area and/or road formation) for either short term or long term, a road reserve permit must be obtained
from Council prior to any occupation of the road reserve.

6.4.3 Initial pump-out
Prior to discharge of any extracted groundwater to the canal system, the following pre-dewatering

procedure will be undertaken:

1. The basement area will be excavated down to the standing groundwater level.

2. The initial dewatering discharge will be directed (via the treatment systems) into the excavation and
allowed to infiltrate/recharge the aquifer. This process will provide initial clarification of the extracted
groundwater as disturbed sediment loads are typically reduced following the initial pump-out.

3. Samples of the treated groundwater will be recovered and analysed for the parameters detailed in
Table 2 and Table 3.

4. The extracted groundwater will be directed into the canal system following confirmation that the
water quality complies with the discharge criteria.

6.5 Monitoring
6.5.1 Visual monitoring

Visual inspections of the site and dewatering equipment shall be undertaken daily by the Site Manager
to identify the following:

— Quantity of chemical product within the dosing system
— _ Effective operation of all dewatering treatment equipment

— Short circuiting of water around baffles and filter media in sediment tanks, where required to be
installed.

— Visible hydrocarbon sheens and odours
— Green blue or extremely clear water indicating high levels of dissolved aluminium.
6.5.2 Water quality monitoring

Water quality monitoring will be undertaken for the duration of dewatering activities at the site by a
suitably qualified and independent person. The monitoring will include analysis of the extracted
groundwater, treated discharge water and off-site monitoring in the receiving waters (in the mixing zone
within a 20 m radius of the discharge point). The exact location within the receiving waterway (Noosa

 

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River canal) is to be confirmed, however it is anticipated to be directly east of the site. Background water
quality monitoring of field parameters will also be conducted during each sampling event, if applicable.
Background samples will be recovered from the river, either upstream or downstream from the receiving
water location (tide dependant).

The proposed monitoring locations are shown in Figure 1, Appendix A are a subject to confirmation
following mobilisation of dewatering gear to site.

Monitoring will be undertaken at the following frequencies:

— Daily monitoring of field parameters (pH & turbidity) in the treated discharge water. Daily
monitoring will be undertaken by a suitably trained site employee under the supervision of the Site
Manager.

— Weekly monitoring of field parameters (pH, electrical conductivity, dissolved oxygen, temperature
and turbidity) in the treated discharge water, receiving waters and background waters by ADG
Consulting.

— Weekly laboratory analysis of treated discharge water and receiving waters for suspended solids
and dissolved 0.45um filterable metals (aluminium, arsenic, cadmium, chromium, copper, iron, lead,
nickel, zinc and mercury). Total aluminium and iron will also be analysed for, if required.

—  Pre-discharge/initial monitoring of field parameters (pH, electrical conductivity, dissolved oxygen
and oxidation-reduction potential) in the extracted groundwater (prior to treatment) to assess
changes in groundwater chemistry associated with PASS oxidation.

—  Pre-discharge/initial laboratory analysis of extracted groundwater (prior to treatment) for
suspended solids, dissolved 0.45um filterable metals (aluminium, arsenic, cadmium, chromium,
copper, iron, lead, nickel, zinc and mercury) and for soluble sulfate and chloride to assess changes
in groundwater chemistry associated with PASS oxidation. Total aluminium and iron will also be
analysed, if required.

— Laboratory analysis of untreated groundwater would also be performed periodically (monthly) if
changes in untreated groundwater pH levels are detected that may indicate local acidification, and
to determine any changes in local groundwaters that may require further investigation of potential
environmental impacts.

All samples will be recovered by a suitably qualified Environmental Scientist and submitted to a National
Association of Testing Authorities (NATA) accredited laboratory for analysis.

6.5.3 Monitoring responsibilities

The persons responsible for undertaking the compliance monitoring described in Section 6.5.2 above are
shown in Table 5.

 

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6.6

6.7

6.8

 

Table 5 Monitoring responsi

Activity Frequency Responsibility Person
Monitoring of field parameters in discharge water Daily Site Manager Site Manager
Monitoring of field parameters in discharge reer Environmental Environmental
water, receiving waters and background waters y Consultant Consultant
Laboratory analysis of samples recovered from reer Environmental Environmental
discharge water and receiving waters y Consultant Consultant
Monitoring of field parameters in extracted Initially, then as Environmental Environmental
groundwater (pre-treated) required Consultant Consultant
Laboratory analysis of samples recovered from _Initially, then as Environmental Environmental
extracted groundwater (pre-treated) required Consultant Consultant

Maintenance
The groundwater treatment systems must be regularly maintained. Maintenance must include:

— Regular cleaning and or replacement of media within the filtration unit, where required to be
installed.

— Regular removal of sediment from the sedimentation tank. The sediment must be either returned
to the excavation pit for dewatering and bulking out with excavated material, or removed from the
site by a licensed liquid waste contractor.

— Regular check of the dosing system and top-up of buffering solutions and flocculants.
Reporting

Dewatering management procedures and monitoring results will be reviewed by the Environmental
Consultant weekly to ensure that the treatment procedures are effective, and that the receiving waters
are not being impacted by the extracted groundwater being discharged.

The following reporting procedures will be adopted:

—  Asummary report will be prepared upon completion of the initial/pre-discharge monitoring. The
report will be submitted to the Site Manager, Dewatering Contractor, and NSC upon request.

— Weekly interim reports will be prepared upon receipt of laboratory data for each round of ongoing
compliance monitoring. The interim reports will display all data obtained during the previous
monitoring event, and provide comments and recommendations based on the results.

—  Adewatering compliance report will be prepared on completion of the project (upon request).

The above reports will be prepared by the Environmental Consultant and provided to the Site Manager
and Dewatering Contractor as they become available. The reports will include all water quality results
and comparison to the WQOs, corrective actions and recommendations made to the Site Manager and
Dewatering Contractor during the monitoring period.

The Site Manager must keep records of complaints, volumes of chemicals used, and treatment methods
employed. These records must be available on-site at all times and submitted to NSC by the Site Manager
upon request.

Contingencies

If water quality monitoring indicates ongoing exceedances of the performance criteria, and the water
quality objectives for the receiving waters cannot be met, then corrective actions will be adopted as
necessary. Possible contingencies may include one or more of the following:

 

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— Installation of additional sedimentation tanks to provide increased residence time and assist with
the retention of precipitated iron hydroxides, other heavy metals and/or suspended sediments.

— Installation of additional flocculant and/or coagulant dosing systems to assist in precipitation of
suspended sediments and/or heavy metals.

— Installation of activated carbon filtration or other fine media filtration to retain suspended
sediments and/or heavy metals.

— Install a floating sediment curtain/s around the stormwater termination point in the receiving
waterway to prevent unsightly plumes and contain sediment and/or heavy metals for periodic
removal (subject to approval by Noose Shire Council).

— Preventive and corrective actions shall be taken in the event that groundwater monitoring
observations indicate that unexpected groundwater contamination has been encountered during
dewatering. The most appropriate action(s) shall be dependent on the stage of construction and
risk of adverse impacts to groundwater users and the receiving environment.

— Any modification to the dewatering system and pumping rates shall be in consultation with a
suitably qualified scientist/geotechnical/engineer.

— Following heavy rainfall all ponded surfaces waters are to meet discharge criteria (Table 3) prior to
offsite discharge. Where discharge criteria not met, Site Manager to obtain approval from
Dewatering Contractor regarding treating surface waters with treatment gear before offsite
discharge.

— Pumping systems and shoring works to be maintained in fit for purpose state by Dewatering
Contractor and/or shoring contractor. In the event that dewatering equipment has failed and is
likely to cause a significant impact on the environment, or surrounding properties (i.e. flooding) the
Dewatering Contractor is to be contacted immediately. The Principal Contractor, in consultation
with the Dewatering Contractor shall be responsible in rectifying the failure in a practicable time
frame to minimise potential impacts.

— Equipment, spare parts, materials and tools necessary to manage aspects of the system/s which
present a high risk of significant impacts in the event of failure (if any) shall be readily available.

— Construction vibrations could potentially cause settlement in the loose upper level sands, thereby
damaging nearby structures founded in these strata. Prior to commencement of construction on
site (including staged works), it is recommended that a detailed dilapidation survey be undertaken
to establish the condition of all existing adjacent structures, roads and services.

 

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7 Noise & odour management
7.1 Responsibility

The Project Manager is responsible for ensuring the appropriate management of noise and odour during
dewatering operations.

7.2. Operational policy
To minimise noise and odour emissions generated from the site during dewatering.
7.3 Performance criteria

The appropriate criteria to measure the performance of dewatering management at the site are provided
below.

1. No noise or odour related complaints received from neighbouring residents or the community.
2. No degradation of air quality due to fumes or odours emanating from the dewatering process.

7.4 Implementation strategy
Noise and odour emissions will be managed as described in the following sections.
7.4.1 Noise

All dewatering equipment must be operated appropriately and maintained in good working order. All
dewatering systems and plant must be fitted with the appropriate noise reduction equipment to comply
with the performance criteria. Non-complying dewatering plant will be replaced or repaired as necessary.

It is proposed to employ noise mitigation strategies including use of electric pumps and dewatering
systems rather than diesel powered equipment. Noise attenuation blankets and/or screens (and/or other
similar noise attenuation measures) must be installed around noise generating dewatering pumps and
equipment where practicable, if required. Noise monitoring equipment (unattended) will be installed by
the site manager prior to commencement and monitored for the duration of dewatering, if required.

7.4.2 Odour

All dewatering plant must be fitted with the appropriate emission reduction devices. Where practicable,
all dewatering plant will be sealed to prevent the release of odours to the atmosphere. Fine mist odour
control sprays may be applied to reduce offensive odours if complaints are received from neighbouring
residents.

7.5 Monitoring

An inspection of the site and dewatering equipment shall be undertaken daily by the Site Manager to
identify the following:

— Excessive noise being generated by the dewatering systems and plant; and

— Strong or offensive odours being generated by the dewatering equipment and/or extracted
groundwater.

If required by Council, noise monitoring equipment (unattended, continuous logging) may need to be
installed by the Site Manager prior to commencement and monitored for the duration of dewatering.
The Environmental Protection (Noise) Policy 2019 (EPP(Noise)) identifies specific acoustic quality
objectives (noise criteria) to assist in preventing significant impacts on noise sensitive receptors and as a
guide to long-term acoustic quality for sensitive receptors. The primary EPP(Noise) criteria relevant to
this investigation is outside a dwelling (i.e. adjacent dwellings), which should not have noise at levels in
the daytime or evenings greater than 50dB(A) LAeq, adj,1hr. This means that noise levels in the receiving
environment outside of nearby dwellings (i.e. on balconies) should not exceed an equivalent sound
energy as would be received from a one hour continuous sound of 50 decibels on the A-weighted scale
(adjusted for tonal character perceptible by the human ear).

 

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While this report has not been generated for the purpose of assessing compliance with the requirements
of workplace health and safety legislation, it is noted that a person conducting a business or undertaking
must ensure that workers are not exposed to noise that exceeds the exposure standard for noise. The
exposure standard for noise is defined in the Work Health & Safety Regulation 2011 (QLD) as LAeq,8h of
85 dB(A) or an LC,peak of 140 dB(C). As such, it is considered appropriate to adopt these exposure
standards to assess average and peak noise generated at the site with the potential to affect exposure
levels of nearby sensitive receptors (noting there will be some attenuation between source and receptors
and actual noise experienced by receptors would need to be measured at the receptor location).

7.6 Reporting

The Site Manager must keep records of complaints, monitoring records (including continuous noise
monitoring data, where required to be monitored), and corrective and preventive actions/methods
employed for noise abatement. These records must be available on-site at all times and submitted to NSC
by the Site Manager upon request.

7.7 Contingencies

If noise levels consistently exceed the performance criteria, temporary acoustic barriers will be
constructed around the offending dewatering systems and plant. Odour control sprays will be applied as
necessary to mask odour emissions if complaints are received from neighbouring residents. This may
include the direct injection of deodorisers to the groundwater treatment system.

 

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8 Limitations

ADG Consulting Pty Ltd has prepared this report for Sunshine Beach Noosa Developments Pty Ltd in
accordance with the agreed scope of work. The services performed by ADG have been conducted in a
manner consistent with the normal level of care and expertise exercised by members of the
environmental consulting profession. No other warranty or guarantee, expressed or implied, is made as
to the professional advice included in this report.

This report is solely for the use of Sunshine Beach Noosa Developments Pty Ltd and ADG accepts no
responsibility for the use of any part of this report for any other purpose or by third parties, as it may not
contain sufficient information for the purposes of other parties or users. This report must only be
presented in full, and may not be used for any other objective, except where prior written approval is
obtained from ADG. This report does not comment on legal obligations, as legal advice can only be given
by qualified legal practitioners.

The information contained in this report is provided to minimise potential impacts on the receiving
environment, however implementation of the described management procedures does not guarantee
that the objectives will be achieved.

The information contained in this report is considered to be accurate at the date of issue. Subsurface
conditions, including contaminant concentrations can change in space and time, either through natural
processes or by the accidental or intentional addition of contaminants to a site. Where conditions
encountered subsequently at the site are significantly different from those reported herein, ADG must
be notified and be provided the opportunity to review the conclusions and recommendations of this
report.

 

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9 References

ANZG 2018. Australian and New Zealand Guidelines for Fresh and Marine Water Quality. Australian and
New Zealand Governments and Australian state and territory governments, Canberra ACT, Australia.

ANZECC/ARMCANZ. 2000. Australian and New Zealand Guidelines for Fresh and Marine Water Quality.
Australian and New Zealand Environment and Conservation Council and Agriculture and Resource
Management Council of Australia and New Zealand.

DES. 2019. Environmental Protection (Water & Wetland Biodiversity) Policy 2019.

DEHP. 2013. Queensland Water Quality Guidelines 2009, Version 3. Department of Environment and
Heritage Protection. Brisbane, Queensland, Australia.

DES. 2022. Noosa River environmental values and water quality objectives. Department of Environment
and Science (DES), Queensland Government.

DES. 2018. Monitoring and Sampling Manual 2018, Version 2 June 2018. Department of Environment and
Science. Brisbane, Queensland, Australia.

Government of Western Australia. Cone of Depression calculator. Department of Water and
Environmental Regulation. Accessed 7 October 2025.
<https://www.wa.gov.au/service/environment/cone-of-depression-calculator>

 

NHMRC. 2018. Guidelines for Managing Risks in Recreational Water. Australian Government, National
Health and Medical Research Council.

 

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Appendix A: Figures

Figure 1 Site and proposed monitoring locations

 

ADG1786.25 Dewatering Management Plan_Rev1_07.10.25

Page 27

Figure 1 - Site and proposed monitoring locations (to be confirmed) : A product of
Lot 2 on SP281580, 11 Ravenwood Dr, Noosa Heads, Q Queensland Globe

26°23'22"S 153°4'55"E 26°23'22"S 153°5'12"E

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; 5 Print date: 20/2/2025

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Projection: Web Mercator EPSG 102100 (3857)

3
or

To

For more information, visit https://qldglobe.information.qld.gov.au/help-info/Contact-
us.html

Includes material © State of Queensland 2025. You are responsible for ensuring that
the map is suitable for your purposes. The State of Queensland makes no
representation or warranties in relation to the map contents and disclaims all liability.

If imagery is displayed, imagery includes material © CNES reproduced under license
from Airbus DS, all rights reserved © 21AT © Earth-i, all rights reserved, © Planet Labs
PBC, 2023

Queensland
Government

y = Department of Natural Resources and Mines, Manufacturing, and Regional
26°23'33"S 153°4'55"E 26°23'33"S 153°5'12"E and Rural Development

 

Page 28

Legend

Places: Land parcel Tunnels
2SP281580 =.

 

 

 

 

Places: My Places(1)

Site Discharge
Receiving Waters

Background Waters

Railway stations
8

Railways

Roads and tracks
@=s Motorway

ome Highway

«mm Secondary

wr Connector
Local
Restricted Access Road
Mall

«=e Busway

Bikeway

Restricted Access
Bikeway

Walkway

Restricted Access
Walkway

Non-vehicular Track
~- Track
= Restricted Access Track
Ferry

= * Proposed Thoroughfare

Green bridges

Bridges

Attribution

Includes material © State of Queensland (Department of Resources); ©
Commonwealth of Australia (Geoscience Australia); © 21AT, © Earth-i, all rights
reserved, 2025.

© State of Queensland (Department of Resources) 2023

© State of Queensland (Department of Natural Resources and Mines,
Manufacturing and Regional and Rural Development) 2024

This data were created by Geoscience Australia and are subject to
Commonwealth of Australia Copyright.

Page 29

ADG Consulting Pty Ltd

 

Appendix B: DRDMW licenced bore search

 

ADG1786.25 Dewatering Management Plan_Rev1_07.10.25

Page 30

Licenced bore search : A product of
200 m radius Q Queensland Globe

26°23'15" 26°23'15"S 153°5'20"E
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Print date: 20/2/2025
Not suitable for accurate measurement.
Projection: Web Mercator EPSG 102100 (3857)

For more information, visit https://qldglobe.information.qld.gov.au/help-info/Contact-
us.html

Includes material © State of Queensland 2025. You are responsible for ensuring that
the map is suitable for your purposes. The State of Queensland makes no
representation or warranties in relation to the map contents and disclaims all liability.

If imagery is displayed, imagery includes material © CNES reproduced under license
from Airbus DS, all rights reserved © 21AT © Earth-i, all rights reserved, © Planet Labs
PBC, 2023

"

oD Queensland
> Government

Department of Natural Resources and Mines, Manufacturing, and Regional
26°23'36"S 153°4'49"E 26°23'36"S 15. "| and Rural Development

 

Page 31

Licenced bore search
200 m radius

Legend

Registered water bores
[RDMW and private]
® = Artesian bore
Artesian bore
(abandoned but useable)
Artesian bore
@ (abandoned and
destroyed)
Artesian bore, ceased to
flow
Artesian bore, ceased to
flow (abandoned but
useable
Artesian bore, ceased to
flow (abandoned and
destroyed)
© — Sub-artesian facility

Sub-artesian facility
(abandoned but useable)

Sub-artesian facility
, (abandoned and
destroyed)

® Surface water facility
Surface water facility
(abandoned but useable)

Surface water facility
© (abandoned and
destroyed)

Places: Land parcel
2SP281580

 

 

Places: My Places(1)
My Place 1

 

 

 

 

Green bridges

Bridges

Tunnels

Railway stations

Roads and tracks
@—m Motorway

qm Highway
eee Secondary
ee Connector
Local
Restricted Access Road
Mall
ame Busway
Bikeway

Restricted Access
Bikeway

Walkway

Restricted Access
Walkway

Non-vehicular Track
~- Track
— Restricted Access Track
Ferry
=» Proposed Thoroughfare

Railways

Attribution

Includes material © State of Queensland (Department of Resources); ©
Commonwealth of Australia (Geoscience Australia); © 21AT, © Earth-i, all rights
reserved, 2025.

© State of Queensland (Department of Resources) 2023

© State of Queensland (Department of Natural Resources and Mines,
Manufacturing and Regional and Rural Development) 2024

© State of Queensland (Regional Development, Manufacturing and Water) 2022

This data were created by Geoscience Australia and are subject to
Commonwealth of Australia Copyright.

Page 32

ADG Consulting Pty Ltd

 

Appendix C: Architectural Drawings

 

ADG1786.25 Dewatering Management Plan_Rev1_07.10.25

Page 33

 

 

 

ie
wae

Ds

xP}
oH

RIVER OASIS
| HRISC LOUT

SSS
ROLAGLSG LAGI EG:
PAV IOI IES
BORER REIS

Vek

 

 

 

 

 

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.

PROJECT NAME:River Oasis

 

[CHRISCLOUTDESIGN

 

www.chriscloutdesign.com.au

A: OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

E: [email protected]

P: (07) 54748 107 BSALICENCE: 1127508

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design
and details, the accompanying building specification and schedule of finishes. If in doubt,
please request clarification. DO NOT ASSUME.

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567
DRAWING TITLECOVER
DRAWING DATE93/10/25 SCALE: @A3 DRAWN BY: C.CLOUT c0.0

issue:DA ISSUE C

 

 

Page 34

 

AW
BBQ

BFD
BFW
CBD
co
cT

AWNING WINDOW
BATH

BARBEQUE

BIDET

BI-FOLD DOOR
BI-FOLD WINDOW
CUPBOARD
COFFEE MACHINE
COOK TOP

FIXED PANEL
FRIDGE
FREEZER
LOUVRE
NICHE

OVEN
PANTRY
SINK
SHOWER

SLD SLIDING DOOR
SLW SLIDING WINDOW
Vv VANITY BASIN
WC TOILET

 

AREAS:

COUNCIL GFA:
BASEMENT FLOOR: 37.8m?
GROUND FLOOR: 180.9m?
UPPER FLOOR: 169.1m2
GFA= 387.8m?

 

SITE = 236.7m?2 / 622m?
SITE COVER = 38.0%
SOFT LANDSCAPED AREA:
172.5m?/ 622m2= 27.7%

NOI TH

 

 

 

10 RAVENWOOD DR

a

a®

a! wal
RAVENWOOD DR'
ro ae

%
ree

WEYBE CREE

 

 

 

_CHRISC LOUTUIESICN

www.chriscloutdesign.com.au

A

E:
P:

OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567
[email protected]

(07) 54748 107

BSA LICENCE: 1127508,

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design
and details, the accompanying building specification and schedule of finishes. If in doubt,

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.

PROJECT NAME:River Oasis

 

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

DRAWING TITLEAERIAL PLAN

 

DRAWING DATE103/10/25 SCALE: As indicated @A3

DRAWN BY:C.CLOUT

 

please request clarification. DO NOT ASSUME.

issue:DA ISSUE C

C0.1

 

 

Page 35

 

 

 

 

 

 

 

 

AREAS:
KEY: COUNCIL GFA:
BASEMENT 2 FLOOR: 62.1m2 |
AW AWNING WINDOW FP FIXEDPANEL SLD _ SLIDING DOOR BASEMENT FLOOR: 57.1m2
B BATH FR FRIDGE SLW SLIDING WINDOW | GROUND FLOOR: 165.3m2 No |
BBQ BARBEQUE FRZ FREEZER V__ VANITY BASIN UPPER FLOOR: 177m2
BD BIDET poor L Pa we TOILET GFA= 461,5m2 7 >— NATURAL GROUND (4 |
BFW BI-FOLD WINDOW OV OVEN SITE = 249m2 / 622m2 4 7 CONTOURS FROM SURVEY - (033 |
CBD CUPBOARD P PANTRY SITE COVER = 40% 3 21330ASBUILT-REV1 9000
CO COFFEE MACHINE S SINK GROUND SITE COVER = 40% Zz L y |
CT COOKTOP SH SHOWER UPPER SITE COVER = 36.2% 2 id a T a
UPRER SITE COVER = C3. Weary WALL AND EAVE ON BOUNDARY aren
: - a6
N Bi ® New FENc!
Zz GARDEN ae z
{ i s\/s RDEN
‘ oO NNO
e
3 = 1.5m SIDE SETBAC
al PLANTEI
‘ 0m SIDE SETBACK,
} 503
O EAVE
= ‘6001
CANAL (O EAVI
’ GARDEN)
‘ RDEN =
PONTOON BY OTHERS =| 7
a
g GARDEN)
=
7 1
‘ TE HOUSE
‘ BELOW
033 SKYLIGHT OPENING GARDEN)
“| To POOL —
‘| i1533
TO WET EDGE
Ss eo
comin aR
Sr [I8 § a lI
Pw e <x yg
SN RDEN Sys se B
oo” ° = GARDEN] ers Kd IGARDEN|
2 Ney RDEN
EW renee ae - oe : °

1

27.447

LOT 2 ON SP281580
1 RAVENWOOD DRIVE, NOOSA
HEADS QLD 4567
AREA: 622m?

 

STREET |
PARKING |
J

 

LINE OF EXISTING
-ROSSOVEI

LINE OF EXISTING
CROSSOVER

 

| STREET |
PARKING

 

21.123

 

RAVENWOOD DRIVE

C3.1

 

 

www.chriscloutdesign.com.au

A; OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

E: [email protected]

P: (07) 54748 107 BSALICENCE: 1127508

 

[CHRISCLOUTDESIGN

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.

PROJECT NAME:River Oasis

 

 

 

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

dimensions on site prior to commencing works. Site location in accordance with

DRAWING TITLESITE & ROOF PLAN

 

engineers details. These drawings are to be read in conjunction with engineers design
and details, the accompanying building specification and schedule of finishes. If in doubt,

DRAWING DATE03/10/25 SCALE: 1: 100 @A3

DRAWN BY: C.CLOUT

 

please request clarification. DO NOT ASSUME.

issue:DA ISSUE C

C1.0

 

 

 

Page 36

 

 

AREAS:

 

 

 

 

 

 

   

 

KEY: COUNCIL GFA:
BASEMENT 2 FLOOR: 62.1m2
AW AWNING WINDOW FP FIXED PANEL SLD SLIDING DOOR BASEMENT FLOOR: 57.1m2
B BATH FR FRIDGE SLW SLIDING WINDOW | GROUND FLOOR: 165.3m2
BBQ BARBEQUE FRZ FREEZER Vv VANITY BASIN UPPER FLOOR: 177m2
BD BIDET L LOUVRE we TOILET GFA= 461.5m2 NATURAL GROUND |
BFD BI-FOLD DOOR N NICHE ee
BFW BI-FOLD WINDOW OV OVEN SITE = 249m2 / 622m2 CONTOURS FROM SURVEY - |
CBD CUPBOARD P PANTRY SITE COVER = 40% 21330ASBUILT-REV1
CO COFFEE MACHINE Ss SINK GROUND SITE COVER = 40% |
CT COOK TOP SH SHOWER UPPER SITE COVER = 36.2% roa
LANDSCAPED AREA: 2age7" ag" wea SO
SSS Se +75-7met-e2eme— 26-146 sa = W T ~{
z\z\2\2\z\ 2 4 2 f ax NW
< il Begs \)
5 \ \ y I)
WY ND ecerees besasesee eevee eer enteetpee ene merce parancesre bates ecmeepn nsraseeee Se \ =
‘ e ee
\ y
ee sy
S Fy ss
eee NN

CANAL

 

vest
TOST8S UST

 

TO WALL

MOVELAS YVSY WO'Z

    

 
 

  
 

LINE OF
GROUND
FLOOR WALL

BASEMENT 2

10.9 x 16.3

SERVICES

64x11

  
 

-4600

 

 

 

 

 

    
 
 

 
  
  

  
 

   

 
   
      

 

6000
TO WALL

 

    
    

 

q
An
yg
SN
5
9
4
z
=
a
8
s
oO
POOL ABOVE
WET ROOM
26x39
oO cat)
pom ees : a
201 - {
q - - . se, m SIDE SETBACK 4
1.5m SIDE SETBACK $
Oo
Ee
63°59" 40"
27.447
x a

 

LOT 2 ON SP281580

11 RAVENWOOD DRIVE, NOOSA

HEADS QLD 4567
AREA: 622m?

RAVENWOOD DRIVE

 

 

 

 

 

_CHRISC LOUTUWESICN

www.chriscloutdesign.com.au

A; OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

E: [email protected]

P: (07) 54748 107

\
at please request clarification. DO NOT ASSUME.

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
~J dimensions on site prior to commencing works. Site location in accordance with
\ engineers details. These drawings are to be read in conjunction with engineers design
} and details, the accompanying building specification and schedule of finishes. If in doubt,

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.
SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567
DRAWING TILEBASEMENT 2 FLOOR PLAN
DRAWING DATE03/10/25 SCALE: 1: 100 @aA3

issue:DA ISSUE C

DRAWN BY:C.CLOUT

PROJECT NAME:River Oasis

C1.01

 

 

Page 37

 

AW AWNING WINDOW
B BATH

BBQ BARBEQUE

BD BIDET

BFD BI-FOLD DOOR
BFW BI-FOLD WINDOW
CBD CUPBOARD

CO COFFEE MACHINE
CT COOKTOP

FP
FR
FRZ
L

N
ov
Pp

Ss
SH

ec:

FIXED PANEL SLD
FRIDGE SLW
FREEZER Vv
LOUVRE WC
NICHE

OVEN

PANTRY

SINK

SHOWER

SLIDING DOOR
SLIDING WINDOW
VANITY BASIN
TOILET

AREAS? 7
COUNCIL GFA:

BASEMENT 2 FLOOR: 62.1m2
BASEMENT FLOOR: 57.1m2
GROUND FLOOR: 165.3m2
UPPER FLOOR: 177m2

GFA= 461,5m2

 
   
  
  
   
    

NATURAL GROUND
CONTOURS FROM SURVEY -
21330ASBUILT-REV1

SITE = 249m2 / 622m2

SITE COVER = 40%
GROUND SITE COVER = 40%
UPPER SITE COVER = 36.2%

 

 

 

 

 

 

 

 

CANAL

o
a
z

 

 

6
ap
gb
fb
B
2033,
TO POOL |
{
1533
|
TO WET EDGE,

 

TO WALL

MOVELAS YvSY WO?

 

  
 

POOL ABOVE

   

 

 
  

  
 
 

TO WALL

|
| 1.5m SIDE SETBACK

2.0m SIDE SETBACK,

SERVICES

64x11

LINE OF
GROUND
FLOOR WALL’

BASEMENT

10.9 x 16.3
RL -1000)

 

GLASS WALL

 

—___ LIVABLE
HOUSING
1.2M MIN

 

2.0m SIDE SETBACK

1.5m SIDE SETBACK TESS

63°59" 40"
27.447

LOT 2 ON SP281580
11 RAVENWOOD DRIVE, NOOSA
HEADS QLD 4567
AREA: 622m?

LANDSCAPED AREA: 241°17' 00"
7m n 3T.260
=
a ¥ 4
| 2 z z

  

   

    
 
    
  

6000
TO WALL

   
 
 

  

    
     
    
 
 
 
 
   
  

TO WALL

 

 

 

331° 17°00"
21.123

 

RAVENWOOD DRIVE

 

 

 

 

_CHRISC LOUTUWESICN SUNSHINE BEACH, QLD 4567 r ~

www.chriscloutdesign.com.au GENERAL NOTES:
A: OFFICE 1/20 DUKE STREET Use written dimensions only. DO NOT scale drawings. Contractors to verify all

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.

PROJECT NAME:River Oasis

 

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design
E: [email protected] ] and details, the accompanying building specification and schedule of finishes. If in doubt,

DRAWING TILEBASEMENT FLOOR PLAN

DRAWING DATE03/10/25 SCALE: 1: 100 @A3

DRAWN BY: C.CLOUT

 

P: (07) 54748 107 — BSALICENCE: 1127508 ol please request clarification. DO NOT ASSUME.

issue:DA ISSUE C

C1.1

 

 

Page 38

 

 

 

 

 

 

 

 

 

 

 

AREAS: 7

KEY: COUNCIL GFA:
BASEMENT 2 FLOOR: 62.1m2

AW AWNING WINDOW FP FIXED PANEL SLD SLIDING DOOR BASEMENT FLOOR: 57.1m2

B BATH FR FRIDGE SLW SLIDING WINDOW | GROUND FLOOR: 165.3m2 No |

BBQ BARBEQUE FRZ FREEZER Vv VANITY BASIN UPPER FLOOR: 177m2

BD BIDET poor L LOUVRE we TOILET GFA= 461,5m2 - Th r>— NATURAL GROUND |

BFW BI-FOLD WINDOW OV OVEN SITE = 249m2 /622m2 - CONTOURS FROM SURVEY - 8800 |

CBD CUPBOARD P PANTRY SITE COVER = 40% 3 \ 21330ASBUILT-REV1 4, 4 y

CO COFFEE MACHINE Ss SINK GROUND SITE COVER = 40% a af 4 |

CT COOK TOP SH SHOWER UPPER SITE COVER = 36.2% ~ C3.2 WALL ON BOUNDARY c3 3 me
LANDSCAPED ARE: : 00" \— en

NEW FENCE PARKING

EXISTING MAN HOLE

i=
f-. SI WER TBC

Y

1.5M OFFSET]

 

 

 

DINING

3.3x6.7

 

 

 

CANAL

 

STACK
CURTAINS —=—

 

 

 

PONTOON BY OTHERS ———=_

SUNBED 1.9M

OUTDOOR
ENTERTAINING

 

LOT 2 ON SP281580

STACK —*— SLD—=—

 

 

(if ow)
y —

6.2x3.5

CARLIFT BARRIER

2.0m SIDE SETBACK.

 

 

2
2

yovalas LNOYs WO"9

 

 

 

FAMILY

519 x4.5
RL 2700,

O

 

ae

11 RAVENWOOD DRIVE, NOOSA

HEADS QLD 4567

AREA: 622m?

 

 

 

 

Ss
CURTAINS

—=— SLD

 

=

 

 

 

isin ee oO onl oD an a ST Peer ot ae te bE eae

YS
Sse

TO WALL
DRIVEWAY

ee

ISLIDING GATE TRAC!

SLIDING GATE} /

    

 

————}— OVERFLOW LINE

LINE OF/ EXISTING
SSOVER’

 

1500

LINE OF EXISTING
CROSSOVER

RAVENWOOD DRIVE

 

STREET
PARKING

 

 

 

www.chriscloutdesign.com.au

A: OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

E: [email protected]

P: (07) 54748 107 BSALICENCE: 1127508

 

_CHRISC LOUTLDESION

Ol]

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
dimensions on site prior to commencing works. Site location in accordance with

engineers details. These drawings are to be read in conjunction with engineers design

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.

PROJECT NAME:River Oasis

 

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

DRAWING TITLEGROUND FLOOR PLAN

 

and details, the accompanying building specification and schedule of finishes. If in doubt,
please request clarification. DO NOT ASSUME.

DRAWING DATE103/10/25

SCALE: 1: 100

@aA3

DRAWN BY:C.CLOUT

 

issue:DA ISSUE C

C1.2

 

 

 

Page 39

 

 

   
   
  
  
   
   
 
 

 
  

      

AREAS?
KEY: COUNCIL GFA:
BASEMENT 2 FLOOR: 62.1m2
AW AWNING WINDOW FP FIXED PANEL SLD SLIDING DOOR BASEMENT FLOOR: 57.1m2
B BATH FR FRIDGE SLW SLIDING WINDOW | GROUND FLOOR: 165.3m2 N,
BBQ BARBEQUE FRZ FREEZER V___ VANITY BASIN UPPER FLOOR: 177m2 (@)
BD BIDET L LOUVRE wc TOILET GFA= 461,5m2
BFD BI-FOLD DOOR N NICHE
BFW BI-FOLD WINDOW OV OVEN SITE = 249m2 / 622m2
CBD CUPBOARD P PANTRY ‘SITE COVER = 40%
CO COFFEE MACHINE S SINK GROUND SITE COVER = 40%
CT COOKTOP SH SHOWER UPPER SITE COVER = 36.2%
LANDSCAPED ARI

 

 

 

NATURAL GROUND

CONTOURS FROM SURVEY -

21330ASBUILT-REV1
Zz

WwW
s © 11°17" 00"

9000

y
4 WALL AND EAVE ON BOUNDARY

 

 

PONTOON BY OTHERS ————_

OUTDOOR

 

O a0

1.5m SIDE SETBACK

.0m SIDE SETBAC}

LOT 2 ON SP281580
11 RAVENWOOD DRIVE, NOOSA
HEADS QLD 4567

AREA: 622m?

  

TO SURROUND

6150
‘© SURROUND UPSTAND

    

RAVENWOOD DRIVE

 

 

www.chriscloutdesign.com.au

A; OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

E: [email protected]

P: (07) 54748 107 BSALICENCE: 1127508

 

[CHRISCLOUTDESIGN

 

ol

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.

PROJECT NAME:River Oasis

 

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design

DRAWING TITLEUPPER FLOOR PLAN

 

and details, the accompanying building specification and schedule of finishes. If in doubt,

DRAWING DATE03/10/25 SCALE: 1: 100 @A3

DRAWN BY: C.CLOUT

C1.3

 

please request clarification. DO NOT ASSUME.

issue:DA ISSUE C

 

 

Page 40

 

 

OFF FORM
CONCRETE

OR

OFF FORM LOOK
RENDERIPAINT

TIMBER BATTENS/
SCREENS
DECOWOOD
"CURLY BIRCH’
TBC

   

STONEWORK
TBC

WINDOWS &
DOORS -

CLEAR ANODISED
TBC

PAINT COLOUR
- RESENE -
HALF FRIAR
GREY

TBC

PAINT COLOUR
- RESENE -
BLACK HAZE
TBC

DRIVEWAY
BRUSHED
CONCRETE WHITE
TBC

CONCRETE BUILDING SURROUNDS.

 

ALUMINIUM DOORS AND WINDOWS,

 

 
 

 

TIMBER LOOK ALUMINIUM SCREENS

 

 

GATE HOUSE WITH VOID IN ROOF

1.8m STONE CLAD BLOCKWORK WALL ——_____1__—_

 

8m HEIGHT LIMIT

 

STONE CLAD BLOCKWORK WALL

 

 

TIMBER LOOK ALUMINIUM GATE

 

 
 
 
 
  
    

TIMBER LOOK ALUMINIUM SCREENS.

71+ 1.8M FENCE,

500500, 1500

*

 

 

      
   
  
      

 

 

 

 

 

 

 

 

  

 

 

  

  

 
 
 
 
   

 

 

 
 

 

 

 

 

 

 

 

 

 

  

 

| >
ao ae
< <
a a
Z Zz
2 2
‘UPPER FLOOR CEILING 8800 & & UPPER FLOOR CEILING 8800 x
GT — | —_ _ _ —_ _— S
So So
So So
nt nt
N N
{UPPER FLOOR 6100 UPPER FLOOR 6100 q
—_ — _ TO TO C
8 8
SJ] GROUND FLOOR CEILING 5400 GROUND FLOOR CEILING 5400 + J
GT — TT TT C
So So
So So
nt nt
N N
PREVIOUS BUILDINGS RL 2900
4 GROUND FLOOR2700
MIN FLOOD LEVEL RL 2700
WEST ELEVATION NATURAL AND EXISTING GROUND LEVEL,
SCALE: 1: 100
1.2M FRAMELESS POOL FENCE TILED WET EDGE
STONE CLAD BLOCKWORK WALL ALUMINIUM DOORS AND WINDOWS
FORMED CONCRETE STAIRS TIMBER LOOK ALUMINIUM SCREEN
TIMBER LOOK ALUMINIUM SCREENS —————————————159q——5 99500 TIMBER LOOK ALUMINIUM SCREENS
8m HEIGHT LIMIT CONCRETE BUILDING SURROUNDS
&
<
aq
2
3
‘UPPER FLOOR CEILING 8800 a UPPER FLOOR CEILING 8800
Co —_ To a r
So So
So So
nt nt
N N
| UPPER FLOOR 6100 UPPERFLOOR 6100 J
GT TT — — OO a R
8 8
SJ GROUND FLOOR CEILING 5400 GROUND FLOOR CEILING 5400 SJ
Co —_ To a r
So So
So So
nt nt
N N
PREVIOUS BUILDINGS RL 2900
t GROUND FLOOR 2700 gf
MIN FLOOD LEVEL RL 2700

EAST ELEVATION

SCALE: 1: 100

NATURAL AND EXISTING GROUND LEV!

 

 

 

 

 

[CHRISCLOUTDESIGN

www.chriscloutdesign.com.au

A; OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

E: [email protected]

P: (07) 54748 107 BSALICENCE: 1127508

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design
and details, the accompanying building specification and schedule of finishes. If in doubt,
please request clarification. DO NOT ASSUME.

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd. PROJECT NAME:River Oasis

 

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

DRAWING TITLEELEVATIONS.

 

DRAWING DATE03/10/25 SCALE: As indicated @A3 DRAWN BY:C.CLOUT

 

issue:DA ISSUE C C2.0

 

 

 

Page 41

 

CONCRETE BUILDING WALLS

 

 

1.2M FRAMLESS POOL FENCE

TIMBER LOOK ALUMINIUM SCREENS.

 

 

TIMBER LOOK ALUMINIUM SCREENS

 

OFF FORM ALUMINIUM DOORS AND WINDOWS ALUMINIUM DOORS AND WINDOWS
CONCRETE

OR
OFF FORM LOOK CONCRETE BUILDING SURROUNDS.
RENDERIPAINT

 

 

   

CONCRETE BUILDING SURROUNDS.

 

   

8m HEIGHT LIMIT GATE HOUSE WITH VOIDS IN ROOF

   
 
  
  
  
   
   

 

 

 

 

*

 

 

 

 

 

 

>
a
<
RL 9450 5
3
8
TIMBER BATTENS/ {UPPER FLOOR CEILING 8800 __UPPER FLOOR CEILING 8800
SCREENS z
DECOWOOD
‘CURLY BIRCH’
TBC
So So
So So
nt nt
N 5 N
J ') UPPER FLOOR 6100
L _ 00
STONEWORK Ss ia Ss
TBC S| GROUND FLOOR CEILING 5409 GROUND FLOOR CEILING 54006
ce ; = =
8 rN 2
s Te 5
N Ba N
se
S
PREVIOUS BUILDINGS RL 2 :
WINDOWS & a g = = “1 2 = 2) iB it ROUND FLOOR 2700- J
DOORS - MIN FLOOD LEVEL RL 2700 Ry : a tir : ; “a y— WINFLOODLEVELRL 2700 *
SLEAR ANODISED BASEMENT 3 2000 \ Uf NATURAL AND EXISTING GROUND LEVEL RL 2330

RL 1829

NORTH ELEVATION

SCALE: 1: 100

PAINT COLOUR

 

 

~ RESENE - CONCRETE LOOK BUILDING WALLS
HALF FRIAR
orev TIMBER LOOK ALUMINIUM SCREENS

   
 
          
   
    
    
 
 

ALUMINIUM DOORS AND WINDOWS

 

 

ALUMINIUM DOORS AND WINDOWS

CONCRETE BUILDING SURROUNDS.

 

CONCRETE BUILDING SURROUNDS.

8m HEIGHT LIMIT

GATE HOUSE WITH VOID IN ROOF
PAINT COLOUR

- RESENE - z

BLACK HAZE s

TBC 3 ’ RL 9450
2 er
°° ( - we
@ : NA

 

 

 

Y

 

 

“y_ UPPER FLOOR CEILING 884) _y UPPER FLOOR CEILING 8800
So oa * So
g g
DRIVEWAY 4
BRUSHED N L N
CONCRETE WHITE
TBC
| UPPER FLOOR 6100 UPPER FLOOR 6100 J
os eee OS
Oo % * s a es cae J ame - — t Oo
S.J GROUND FLOOR CEILING 5400 ) ; i : : Se : j ee AYAll| GROUND FLOOR CEILING 5400 © J
SS GROUND FLOOR CEILIN ay 5 ; : z BOND FLOOR CEIRING 8100
b< Ij
a
Zz
3
2 : 2
R oy R
N 5 N
OF
Zi
J = ; ROUND FLOOR 2700)

 

 

 

AL AND EXISTING GROUND LEVEL 7 / BASEMENT 3 2000
9000 —_ 7

SOUTH ELEVATION a #

WALL AND EAVE ON BOUNDARY
SCALE: 1: 100

 

 

 

 

 

 

 

 

. . CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd. PROJECT NAME:River Oasis
www.chriscloutdesign.com.au GENERAL NOTES:

— A: OFFICE 1/20 DUKE STREET Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

SUNSHINE BEACH, QLD 4567 dimensions on site prior to commencing works. Site location in accordance with DRAWING TITLE.
CHRISC LOUT DESIGN SUNSHINE BEACH ogee dla. Thove daninge arto be readin conjunction wth engines design ELEVATIONS
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE03/10/25 SCALE: As indicated @A3 DRAWN BY: C.CLOUT c m4
P: (07) 54748 107 BSALICENCE: 1127508 please request clarification. DO NOT ASSUME. :
issue:DA ISSUE C

 

 

 

Page 42

 

 

 

   

8m HEIGHT LIMIT

  
  

UPPER FLOOR PP 9100 _UPPER FLOOR PP 9100
UPPER FLOOR CEILING 8800

— — —— 2
UPPER FLOOR CEILING 8800 3

 
 

__ UPPER FLOOR 6100

    
 
   

J oo at
UPPERFLOOR 6100 __ { »_RL 6100)

GROUND FLOOR CEILING 5400

GROUND FLOOR CEILING 5400.

 
 

2700

      

EVEL

| |
|
}1M ABOVE NATURAL GROUND LI

   

PREVIOUS BUILDINGS RL 2900

    
 
 

27

  
   
  

‘TURAL GROUND.

CAR LIFT VOID
6.2W X 8.6H
6200

       

BASEMENT CARLIFT

     
 
  
   

RL -1000

 

RL -1000

 

sca

 

BASEMENT 2 CEILING

  

  

BASEMENT 2 -4600
It i

 
 

BASEMENT CARLIFT

   
  

RL -4600

 

RL -4600

   

SECTION 1

SCALE: 1: 100

  

RL -5870

 

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd. PROJECT NAME:River Oasis

www.chriscloutdesign.com.au GENERAL NOTES:
A: OFFICE 1/20 DUKE STREET Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

 

—
SUNSHINE BEACH, QLD 4567 ~J dimensions on site prior to commencing works. Site location in accordance with DRAWING TITLE:
_CHRISC LOUTUIESICN ro enginaors details, These Urawinge ret be readin conjunction wiht engineers design SECTION
E: [email protected] \ and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE03/10/25 SCALE: 1: 100 @A3 DRAWN BY:C.CLOUT
P: (07) 54748 107 BSALICENCE: 1127508 A please request clarification. DO NOT ASSUME.
issue: DA ISSUE C

C3.0

 

 

Page 43

 

8m HEIGHT LIMIT

 

 

UPPER FLOOR PP 9100_

 

 

 

 

 

ms

 

 

 

 

 

 

 

 

 

=

 

 

 

 

UPPER FLOOR 6100

 

 

 

 

 

 

PREVIOUS BUILDINGS RL 2900
GROUND FLOOR 2700

 

 

MIN FLOOD LEVEL 2700 S
BASEMENT 3 2000 ~

 

 

 

 

° |
| [ | |
PERMEABLE |_| =} |

   

 

 

   

BASEMENT 2-4600_ | __

 

SECTION 2
SCALE: 1: 100

 

 

 

 

 

 

 

 

IRL 2700}

 

 

 

 

 

 

os AT Tas MBSE 4
iM ABOVE NATURAL GROUND LEVEL}
IRL 2700}

INATURAL GROUND LEVEL}

 

Oo

BASEMENT 5
RL-1000

So

3

8

BASEMENT 3
RL 4600

 

 

 

bo toe
— + —3%-
eae TON
UEST 8
x
CN
RL 6100,
4 TE ee y
aE : aS is
Se AH ls ey iel bE Re

 

 

 

 

 

 

 

 

 

 

 

 

 

STORE

RL -4600)

RL 2700! >

UPPER FLOOR PP 2 9450

 

UPPER FLOOR CEILING 8800

 

GROUND FLOOR CEILING 5400

 

‘GROUND FLOOR 2700-

 

 

     

MIN FLOOD LEVEL 2700
BASEMENT CEILING 2000

 

 

 

 

 

 

 

 

 

 

PERMEABLE
— |— SITE s
| 5
MS) LAUNDRY
—_ hl _ AHDO
RL -1000} a BASEMENT -1000
_ 4 BASEME
BASEMENT 2 CEILING -1600
WET ROOM

 

 

 

BASEMENT 2 -4600

 

 

 

_CHRISC LOUTUIESICN

www.chriscloutdesign.com.au

A; OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

E: [email protected]

P: (07) 54748 107 BSALICENCE: 1127508

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design
and details, the accompanying building specification and schedule of finishes. If in doubt,
please request clarification. DO NOT ASSUME.

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.
SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

PROJECT NAME:River Oasis

 

DRAWING TILLESECTION

DRAWING DATE13/10/25 SCALE: 1: 100 @A3 DRAWN BY:C.CLOUT

 

issue:DA ISSUE C

C3.1

 

 

 

Page 44

 

UPPER FLOOR PP 9100

BOUNDARY

1500

500.500

8m HEIGHT LIMIT

500500. 1500

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

UPPER FLOOR CEILING 8800 3 S _ _ _ a _ _ _
S
So
N AS
UPPER FLOOR 6100 _ _ _ ™~
S
So
GROUND FLOOR CEILING 5400S _ _ _ Ses ae
‘J ,
. "4
8 -| _ OUTDOOR
i
a | ENTERTAINING
RL 2460 NEIGHBOURING TILE HEIGHT — q
PREVIOUS BUILDINGS RL 2900
MIN FLOOD LEVEL RL 2700 S
So
BASEMENT CEILING 2000 RK _ _
S
2
oS
oO
BASEMENT ~1000 _ _ RL -1000
S
c=}
o
S
2
oS
oO
RL-4600

BASEMENT 2 -4600

SECTION 3

SCALE: 1: 100

 

 

 

 

 

 

 

 

 

 

 

 

   
     

  

 

 

 

 

 

&
=<
3
_ — — te el“ ____UPPER FLOOR PP 9100
& So S UPPER FLOOR CEILING 8800
= > FB > TD TF TF TSR ers rloor ceitinc sa00
nm
ROBE Ss
S
N
IRL 6100 ee Led ___ «UPPER FLOOR 6100
3 N-
= Pee _ _ _ — GROUND FLOOR CEILING 5400
h - & oO
; DINING Ae Ee S
‘ IZ x
5 + iS N
a be e
11M ABOVE NATURAL GROUND LEVEL! a
ts [I SRL 2700 + =] ‘GROUND FLOOR 2700°
i Oo MIN FLOOD LEVEL RL 2700
Oo
INATURAL GROUND LEVEL! * BASEMENT CEILING 2000
oO
So
8
BASEMENT
RL -1000 BASEMENT -1000
8
OJ BASEMENT 2 CEILING -1600
rl
a“
6 3
BASEMENT Z 8
}° oO
F
RL -4600 x BASEMENT 2 -4600

 

 

 

_CHRISC LOUTUWESICN

www.chriscloutdesign.com.au

A: OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

E: [email protected]
P: (07) 54748 107 —BSALICENCE: 1127508

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design
and details, the accompanying building specification and schedule of finishes. If in doubt,

please request clarification. DO NOT ASSUME.

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.

PROJECT NAME:River Oasis

 

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

DRAWING TILLESECTION

 

DRAWING DATE13/10/25 SCALE: 1: 100 @A3 DRAWN BY:C.CLOUT

 

issue:DA ISSUE C

C3.2

 

 

 

Page 45

 

1500

       
      

UPPER FLOOR PP 9100_
UPPER FLOOR CEILING 8800

BOUNDARY

300

UPPER FLOOR 6100

GROUND FLOOR CEILING 5400

2700

PREVIOUS BUILDINGS RL 2900

MIN FLOOD LEVEL RL 2700
BASEMENT CEILING 2000

700

BASEMENT -1000

BASEMENT 2 CEILING -1600

3000

BASEMENT 2 -4600

SECTION 4

SCALE: 1: 100

 

500.500

RL -1000)

WET ROOM

RL -4600

500500, 1500

8m HEIGHT LIMIT

AARLIFT BAY
3.0W X 8.6H

‘TURAL GROUND.

RL -5870 _

 
   
 
  
     
   
    
  
 
  
   
 

 

 

 

 

 

ti
a
<
8
So _ oy _____UPPER FLOOR PP 9100
8 So x UPPER FLOOR CEILING 8800
— —— — —46— oe
oO
Oo
nn
N
oe — __s _____ UPPER FLooR 6100
s
> Ss GROUND FLOOR CEILING 5400
eo TT —_ SOTTO TT
<x
a
Zz
2
a 8
©
Zz N
3°
4
a
=x
= ROUND FLOOR 2700
Ss MIN FLOOD LEVEL RL 2700
= a _ — BASEMENT CEILING 2000
oO
So
oO
— a _ a ________ BASEMENT 1000
__ _—__ oF
_ _ _ _ _8 BASEMENT 2 CEILING -1600
oO
So
oO
_ _ BASEMENT 2 -4600

 

 

 

 

 

_CHRISC LOUTUWESICN

www.chriscloutdesign.com.au

A: OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

E: [email protected]
P: (07) 54748 107 — BSALICENCE: 1127508

~~]

(
LA

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design
and details, the accompanying building specification and schedule of finishes. If in doubt,
please request clarification. DO NOT ASSUME.

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567
DRAWING TILLESECTION

DRAWING DATE03/10/25 SCALE: 1: 100 @A3

issue:DA ISSUE C

PROJECT NAME:River Oasis

DRAWN BY:C.CLOUT

C3.3

 

 

 

Page 46

 

AREAS:

KEY: COUNCIL GFA:
BASEMENT 2 FLOOR: 62.1m2
AW AWNING WINDOW FP FIXED PANEL SLD SLIDING DOOR BASEMENT FLOOR: 57.1m2
B BATH FR FRIDGE SLW SLIDING WINDOW _| GROUND FLOOR: 165.3m2 N,
BBQ BARBEQUE FRZ FREEZER Vv VANITY BASIN UPPER FLOOR: 177m2 (@)
BD BIDET L LOUVRE wc TOILET GFA= 461.5m2 Vy
BFD BI-FOLD DOOR N NICHE OO NH
BFW BI-FOLD WINDOW OV OVEN SITE = 249m2 / 622m2
CBD CUPBOARD P PANTRY SITE COVER = 40%
CO COFFEE MACHINE S SINK GROUND SITE COVER = 40%
CT COOK TOP SH SHOWER UPPER SITE COVER = 36.2%

LANDSCAPED AREA:
175.7m2/ 622m2= 28.1%

TOTAL GFA = 461.5M2
TOTAL SITE COVER = 249M2 = 40%

 

 

 

 

  

  

BASEMENT 2 GFA
SCALE: 1:310

    
 

BASEMENT 2
‘GFA 62.1m? + |

 

  

 

 

 

 

 

BASEMENT
| GFAS7.Am? |

  

 

BASEMENT GFA
SCALE: 1:310

    
 

 

 

 

 

 

 

 

SITE COVER 40/40/40 40/40/40

 

 

GROUND SITE COVER 249m2

 

GROUND GFA 165.3M2

 

 

 

 

 

 

 

 

GROUND FLOOR SITE COVER 249m2 / 622m2 = 40% GROUND FLOOR SITE COVER
SCALE: 1:200

SCALE: 1: 200

249M2 / 622M2 = 40% SITE COVER

 

 

   

 

 

 

 

 

+—— VOID IN GATE
HOUSE ROOF
TO REDUCE
BULK

 

 

 

 

 

UPPER FLOOR SITE COVER ee
SCALE: 1:200 225.5m2 / 622m2 = 36.2% UPPER FLOOR SITE COVER

 

 

 

 

www.chriscloutdesign.com.au

A: OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

E: [email protected]

P: (07) 54748 107 BSALICENCE: 1127508

 

[CHRISCLOUT DESIGN

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design
and details, the accompanying building specification and schedule of finishes. If in doubt,
please request clarification. DO NOT ASSUME.

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd. PROJECT NAME:River Oasis

 

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

DRAWING TITLESITE COVER

 

DRAWING DATE03/10/25 SCALE: As indicated @A3 DRAWN BY:C.CLOUT

issue:DA ISSUE C C4.0

 

 

 

 

Page 47

 

DA APPROVED DWELLING SITE COVER - RAP17/0012.02 - 25/05/2021

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

226.47m? / 622m?= 36.40% BASEMENT FLOOR COVER
LESS THAN 1M OUT OF THE NATURAL GROUND

BASEMENT SITE COVER
SCALE: 1: 200

manacID

 

 

3
E

GROUND FLOOR SITE COVER 267.29m2 / 622m?= 42.97% GROUND FLOOR COVER
SCALE: 4: 200

  

 

SITE COVER 40/40/40
SCALE: 1: 200

TRYING TO ACHIEVE 40/40/40
283.41m? / 622m2= 45.56% FLOOR COVER

  

UPPER FLOOR SITE COVER 266.85m?/ 622m?2= 42.90% GROUND FLOOR COVER
“SCALE: 1: 200

 

 

www.chriscloutdesign.com.au

A: OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

P: (07) 54748 107 BSALICENCE: 1127508 ol]

 

[CHRISCLOUT DESIGN

E: [email protected]

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design
and details, the accompanying building specification and schedule of finishes. If in doubt,
please request clarification. DO NOT ASSUME.

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.

PROJECT NAME:River Oasis

 

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

DRAWING TILEAPPROVED DESIGN SITE COVER

 

DRAWING DATE03/10/25 SCALE: @A3 DRAWN BY:C.CLOUT

 

issue:DA ISSUE C

C4.1

 

 

 

Page 48

 

KEY:

AW
BBQ

BFD
BFW
CBD
co
CT

AWNING WINDOW
BATH

BARBEQUE

BIDET

BI-FOLD DOOR,
BI-FOLD WINDOW
CUPBOARD
COFFEE MACHINE
COOK TOP.

FIXED PANEL
FRIDGE
FREEZER
LOUVRE
NICHE

OVEN
PANTRY
SINK
SHOWER

SLD SLIDING DOOR
SLW_ SLIDING WINDOW
Vv VANITY BASIN
WC TOILET

 

AREAS:

COUNCIL GFA:

BASEMENT 2 FLOOR: 62.1m2
BASEMENT FLOOR: 57.1m2
GROUND FLOOR: 165.3m2
UPPER FLOOR: 177m2
GFA= 461.5m2

SITE = 249m2 / 622m2

SITE COVER = 40% _
GROUND SITE COVER
UPPER SITE COVER = 36.2%
LANDSCAPED AREA:

 

| LANDSCAPE AREA

| PLANTER LANDSCAPE AREA

 

 

 

 

  

 

42 LANDSCAPE AREA= 165.2m2/622m2 = 26.5%
: PLANTER LANDSCAPE AREA= 10.5m2 = 1.6%
TOTAL AREA= 175.7m2= 28.1% 8

 

 

 

 

 

 

 

 

 

 

 

 

 

 

BASEMENT LANDSCAPING ©

SCALE: 1: 200

 

   

GROUND FLOOR LAN

4
z
=
oO

DSCAPE AREA |

SCALE: 1: 200

 

   

 

 

RAVENWOOD DRIVE

RAVENWOOD DRIVE

 

 

 

[CHRISCLOUT DESIGN

www.chriscloutdesign.com.au

A: OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567

E: [email protected]

P: (07) 54748 107

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design

and details, the accompanying building specification and schedule of finishes. If in doubt,
BSALICENCE: 1127508

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.

PROJECT NAME:River Oasis

 

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

DRAWING TITLELANDSCAPING PLAN

 

DRAWING DATE103/10/25

SCALE: As indicated

@aA3

DRAWN BY:C.CLOUT

 

please request clarification. DO NOT ASSUME.

issue:DA ISSUE C

C5.0

 

 

 

Page 49

 

 

 

 

 

 

 

 

AREAS:
COUNCIL GFA:
BASEMENT 2 FLOOR: 62.1m2 KEY:
AW AWNING WINDOW FP FIXED PANEL SLD SLIDING DOOR BASEMENT FLOOR: 57.1m2
B BATH FR FRIDGE SLW_ SLIDING WINDOW GROUND FLOOR: 165.3m2 DA APPROVED DWELLING - RAP17/0012.02 -
BBQ BARBEQUE FRZ FREEZER V___ VANITY BASIN UPPER FLOOR: 177m2 25/05/2021
BD BIDET L LOUVRE wc TOILET GFA= 461.5m2
BFD BI-FOLD DOOR N NICHE —
BFW BI-FOLD WINDOW OV OVEN SITE = 249m2 / 622m2
CBD CUPBOARD P PANTRY SITE COVER = 40%
CO COFFEE MACHINE S SINK GROUND SITE COVER = 40%
cT COOK TOP SH SHOWER UPPER SITE COVER = 36.2%
LANDSCAPED AREA: 241°17'00"
ATS TOP OPPO PST 37260

 

 

 

 

 

 

 

 

SS .0m SIDESETBACK || ~ y\|~ NN

 

 

 

 

 

 

    

 

 

 

 

  

 

 

 

 

 

 

 

 

 

 

 

 

CANAL
3
a 2 q wi
|. 2 g de 2
ak at 3 as x
Sk ' q’ a
EP g 5 a
R ~ ig °
3 °
: 3 =
1 Zz
: e
' <
' a
— = 2.0m SIDE SETBACK
2858 Go: 1.5m SIDE SETBACK os
3.082
63°59" 40"
27.447
a
LOT 2 ON SP281580
11 RAVENWOOD DRIVE, NOOSA
HEADS QLD 4567
AREA: 622m?
. . CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd. PROJECT NAME:River Oasis
www.chriscloutdesign.com.au GENERAL NOTES:

A: OFFICE 1/20 DUKE STREET Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

 

 

—
sid dimensions on site prior to commencing works. Site location in accordance with

CHRISC UOUTLDESIOCN SUNSHINE BEACH, LD 4567 | > erainors dais, These drawings are be read in conjunction wih engineers design DRAWING TIT-EPROPOSED AND APPROVED SITE PLAN

— E: [email protected] \ ) and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE03/10/25 SCALE: 1: 100 @A3 DRAWN BY:C.CLOUT

 

P: (07) 54748 107 — BSALICENCE: 1127508 LA

C5.1

please request clarification. DO NOT ASSUME.

issue:DA ISSUE C

 

 

 

Page 50

 

DA APPROVED DWELLING - RAP17/0012.01 - 18/08/2020

 

 

 

 

 

 

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd.

PROJECT NAME:River Oasis

 

www.chriscloutdesign.com.au GENERAL NOTES:

A: OFFICE 1/20 DUKE STREET Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

 

—
1 | dimensions on site prior to commencing works. Site location in accordance with
CHRISC LOUTLWOESION SUNSHINE BEACH, CLD 4867 CO} Sragicere tala, Frese oaninge arto be read in conjuncton wih engrees design DRAWING TLEPROPOSED AND APPROVED FACADE
( \L)

E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE03/10/25 SCALE: @A3

DRAWN BY:C.CLOUT

 

P: (07) 54748 107 SBSALICENDE: 1127508 please request clarification. DO NOT ASSUME.
issue:DA ISSUE C

C5.2

 

 

 

 

Page 51

 

KEY:

DA APPROVED DWELLING - RAP17/0012.02 -
25/05/2021

 

PROPOSED AND APPROVED WEST ELEVATION PROPOSED AND APPROVED EAST ELEVATION
SCALE: 1: 150 SCALE: 1: 150

BASEMENT 3 2000

 

PROPOSED AND APPROVED SOUTH ELEVATION
SCALE: 1: 150

 

PROPOSED AND APPROVED NORTH ELEVATION
SCALE: 1: 150

 

 

 

: . CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd. PROJECT NAME:River Oasis
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

 

 

 

—
A ee Eee ie REET dimensions on site prior to commencing works. Site location in accordance with
CHRISC LOUTODESION SUNSHINE BEACH, OLD 4667 erajncors dais, These drawings are be read in conjunction wih engineers design DRAWING TITLEPROPOSED AND APPROVED ELEVATIONS
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE03/10/25 SCALE:1: 150 @A3 DRAWN BY:C.CLOUT C53
P: (07) 54748 107 BSALICENCE: 1127508 lease request clarification. DO NOT ASSUME. .
please reqi issue:DA ISSUE C

 

 

 

 

Page 52

 

 

BLANKET 1M ABOVE NATURAL GROUND

SCALE:

 

 

BLANKET 7.5M ABOVE NATURAL GROUND

SCALE:

 

 

NO AREA 1M ABOVE NATURAL GROUND

BLANKET 1M ABOVE NATURAL GROUND

BLANKET 7.5M ABOVE NATURAL GROUND IN 2M SETBACK

AREA 7.5M ABOVE NATURAL GROUND IN 2M SIDE SETBACK

 

 

 

www.chriscloutdesign.com.au
A; OFFICE 1/20 DUKE STREET

|_CHRISC LOUTLDESIOCN SUNSHINE BEACH, QLD 4567

E: [email protected]
P: (07) 54748 107 —BSALICENCE: 1127508

GENERAL NOTES:

Use written dimensions only. DO NOT scale drawings. Contractors to verify all
dimensions on site prior to commencing works. Site location in accordance with
engineers details. These drawings are to be read in conjunction with engineers design
and details, the accompanying building specification and schedule of finishes. If in doubt,
please request clarification. DO NOT ASSUME.

CLIENT NAME: Sunshine Beach Noosa Developments Pty Ltd. PROJECT NAME:River Oasis

SITE ADDRESS: 11 RAVENWOOD DRIVE, NOOSA HEADS QLD 4567

DRAWING TITLEAREA ABOVE 1M & 7.5M NGL

DRAWING DATE03/10/25 SCALE: @A3 DRAWN BY:C.CLOUT

issue:DA ISSUE C

C5.4

 

 

 

Page 53

ADG Consulting Pty Ltd

 

Appendix D: Dewatering calculation output

 

ADG1786.25 Dewatering Management Plan_Rev1_07.10.25

Page 54

Cone of Depression calculator

This tool can be used to calculate the groundwater cone of depression in potential acid sulfate soil areas
Last updated: 2 May 2023

 

 

 

 

 

Related page
Acad sulfate sods
Contents
— Caloulstor Provided by
— Tools for calculsting the radius of influence and pumping rates and times for dewatered excavations Department of Water and Environmental
— Retated services and information Reguistion
Preliminary assessment of the rackal extent of the cone of depression and pumping rates and times for all ® Print this page
dewatering operations is critical for assessing the risk of disturbing acid sulfate sos in potential acid sulfate
soil areas,
Share
Broad-scale acid sulfate soil risk maps for several coastal regions of WA are acoessible via Data WA fXng

Empirical methods to calculate the radial extent of the groundwater cone of depression and purnping rates
and times for dewatering operations are outlined in National Acid Sulfate Soils Guidance: Guidance for the
dewatering of acid sulfate soils in shallow groundwater environments [2

Calculator

Input

Length of excavation: 23 metres

Width of excavation: metres
Drawdown required: metres

Aquifer thickness! 10 metres
Hydraulic conductivity: o.0000949 metres/second
Results

Effective pumping radius, R. : 1) metres

Cone of depression radius, Ro 193 metres

Total purnping rate: 9 litres/second

Pumping time required: 1424 hours

Page 55

                NOOSA COUNCIL
             REFERENCE DOCUMENT
           MCU25/0020 23 OCTOBER 2025




Geo-environmental Investigation
     Proposed Residence
      11 Ravenwood Drive, Noosa Heads

         4 June 2025 | Ref. 25040-001-Rev1

Page 56

Document Review
 Doc No.      Revision     Prepared By                   Reviewed By               Date Issued
 001          0            Michael Cocks                 Ashley Davey              11 March 2025
 001          1            Michael Cocks                 Ashley Davey              4 June 2025




 Doc No.      Revision     Method of Delivery            Issued To
 001          1            Electronic                    Sunshine Beach Noosa Developments Pty Ltd
                                                         ([email protected])




Prepared By                                               Reviewed By



Michael Cocks BEng (Civil/Geotechnical) NER RPEQ 27540    Ashley Davey BEng (Geological) RPEQ 8159
Senior Geotechnical Engineer                              Director/Principal Geotechnical Engineer




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Executive Summary
This report presents the findings of a geotechnical and acid sulfate soils (ASS) investigation for a
proposed residential development at 11 Ravenwood Drive, Noosa Heads. The investigation, conducted
by Tectonic for Sunshine Beach Noosa Developments Pty Ltd, involved drilling boreholes at two
locations, in situ soil strength testing, and laboratory testing for ASS. This report outlines the
investigation results and provides recommendations on earthworks, footings, retention systems,
groundwater management, and the extent and severity of ASS.
The proposed development consists of a two-storey house over a two level basement and includes an
arc-shaped pool in the north-eastern corner, near the existing canal revetment wall. Excavations for the
basement will range from about 7 m deep generally up to 8 m deep for a car lift pit. Shoring is planned
around the perimeter of the basement.
Subsurface conditions were found to consist of loose to medium dense, silty sand fill, containing gravel
and deleterious materials (e.g. cobbles, building debris etc.) to depths of 2.3 m to 3 m below ground
level (BGL). Below this, mostly medium dense to very dense sands were present, overlying stiff clays at
depth. A firm sandy/silty clay layer was encountered between 4.8 m and 5.5 m BGL in both boreholes,
with some loose sands above. Groundwater seepage was encountered at depths of 1.8 m to 2 m BGL,
with a standing groundwater level of 1.8 m BGL recorded at the completion of the investigation.
Groundwater levels are expected to fluctuate with weather and tidal variations.
After excavation to the design basement level, the subgrade is expected to comprise medium dense to
dense sand/indurated sand. A geotechnical RPEQ must inspect the foundation subgrade to determine
whether any over-excavation is required to form a stable working platform and foundation for the
building. An internal dewatering system, such as sand spears or wells, will be required to manage
seepage and prevent ‘boiling’ of the subgrade. It should be possible to manage the groundwater
extraction system such that the impact on the surrounding, external groundwater table is negligible. The
design of basement walls (temporary and permanent) and floor must account for hydrostatic pressures.
Settlement analysis has been carried out using Settle 3D and considered a flexible footing system
founded on medium dense sand at around 7 m BGL. Our analysis indicates that elastic and consolidation
settlements would range up to the order of 30 mm. It is anticipated that a well stiffened raft slab footing
system could be designed to support the proposed building provided that the estimated total and
differential settlements can be accommodated. Should the anticipated settlements, or other
considerations, preclude the use of a high-level raft footing solution, a piled footing system would be
required.
Laboratory test results indicate that the soils above 4 m BGL have minimal acid generating capacity given
that the recorded Acid Neutralising Capacity exceeded the net acidity, presumably due to previous lime
treatment. As such, these soils do not require specific ASS management. However, the soils excavated
below 4 m BGL, up to 7 m to 8 m BGL, would likely include ASS for which an ASS management plan
would be required and is included herein.
Groundwater extracted would be expected to require quality adjustment prior to off-site release to
stormwater. Effective treatment of groundwater to achieve suitable release criteria requires reasonable
spatial and temporal consideration. An experienced dewatering sub-contractor should be consulted to
ensure appropriate outcomes can be achieved.




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Contents
1.    Introduction ............................................................................................................................................................ 1
2.    Proposed Development ....................................................................................................................................... 1
3.    Site Description ......................................................................................................................................................3
4.    Method of Investigation ......................................................................................................................................6
      4.1 Fieldwork ...................................................................................................................................................................... 6
      4.2 Environmental Laboratory Testing ..................................................................................................................... 6
5.    Investigation Findings .......................................................................................................................................... 7
      5.1 Regional Geology ..................................................................................................................................................... 7
      5.2 Subsurface Conditions ............................................................................................................................................ 7
      5.3 Groundwater............................................................................................................................................................... 8
      5.4 Aggressivity Laboratory Test Results................................................................................................................. 9
6.    Engineering Assessment .................................................................................................................................... 10
      6.1 Revetment Wall Global Stability........................................................................................................................ 10
      6.2 Earthworks ................................................................................................................................................................. 10
           6.2.1   Site Preparation and Trafficability................................................................................................... 10
           6.2.2   Excavations .............................................................................................................................................. 11
           6.2.3   Material Re-Use ..................................................................................................................................... 11
           6.2.4   Filling ......................................................................................................................................................... 12
      6.3 Temporary and Permanent Retention ............................................................................................................ 12
           6.3.1   Temporary Batters ................................................................................................................................ 12
           6.3.2   Temporary and Permanent Retention Systems ......................................................................... 13
      6.4 Building Foundations ............................................................................................................................................ 14
           6.4.1   Settlement Analysis .............................................................................................................................. 14
           6.4.2   Footing Options..................................................................................................................................... 16
           6.4.3   Raft Footing Design ............................................................................................................................. 16
           6.4.4   Piled Footing Design............................................................................................................................ 16
           6.4.5   General ...................................................................................................................................................... 17
           6.4.6   Site Classification .................................................................................................................................. 17
           6.4.7   Earthquake Design Considerations ................................................................................................ 18
      6.5 Permanent Drainage.............................................................................................................................................. 18
7.    Acid Sulfate soil assessment ............................................................................................................................. 19
      7.1 Information on Acid Sulfate Soil ....................................................................................................................... 19
      7.2 Desktop Study.......................................................................................................................................................... 20
            7.2.1    Geology and Groundwater ................................................................................................................ 20
      7.3 Regional ASS Mapping ......................................................................................................................................... 20
      7.4 ASS Investigation Results..................................................................................................................................... 21
      7.5 Risk Characterisation ............................................................................................................................................. 21
8.    Acid Sulfate Soil Management......................................................................................................................... 21
      8.1 Training and Orientation...................................................................................................................................... 22
      8.2 Management of Disturbed Material ................................................................................................................ 22
            8.2.1   Verification Testing............................................................................................................................... 22


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                   8.2.2  Record Keeping ..................................................................................................................................... 23
         8.3       Management of Groundwater & In Situ ASS ............................................................................................... 23
         8.4       Water Quality Management ............................................................................................................................... 24
9.       Limitations ............................................................................................................................................................ 24

Tables
Table 1: Summary of Subsurface Profiles............................................................................................................................... 8
Table 2: Summary of Groundwater Monitoring.................................................................................................................... 8
Table 3: Summary of Aggressivity Laboratory Results ....................................................................................................... 9
Table 4: Retaining Structure Design Parameters ................................................................................................................ 14
Table 5: Estimated Settlements Under Raft Slab ................................................................................................................ 15
Table 6: Water Quality Release Criteria .................................................................................................................................. 24

Text Figures
Text Figure 1: Proposed layout plan (upper) and cross-sectional view (lower) courtesy CCD ........................... 2
Text Figure 2: 2025 aerial image of the site and surrounds (courtesy of Nearmap imagery) ............................. 3
Text Figure 3: Oblique drone image of the site looking west, drilling borehole BH2 ............................................ 4
Text Figure 4: Oblique drone image of the site and surrounds, looking east........................................................... 4
Text Figure 5: Views along the existing revetment wall crest, looking south (LHS) and north (RHS) .............. 5
Text Figure 6: Easterly view of the site, drilling borehole BH1 ........................................................................................ 5
Text Figure 7: Extract from Laguna Bay Surface Geology Map ....................................................................................... 7
Text Figure 8: Settle 3D output of Total Settlement ......................................................................................................... 15
Text Figure 9: Zone of influence diagrams – footings to be founded below these lines.................................... 17
Text Figure 10: Extract from Redcliffe to Teewah Acid Sulfate Soils Map 2 (NR&M-SEA-I-A0 3261) ............ 20

Appendices
Appendix A                   Borehole Logs & Explanatory Notes
Appendix B                   ASS Summary Table B1 & Environmental Laboratory Test Certificates
Appendix C                   Limitations

Figures
Figure 1: Site Plan




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1.           Introduction
This report details the results of a geotechnical and acid sulfate soils (ASS) investigation undertaken for a
proposed residence at 11 Ravenwood Drive, Noosa Heads. The investigation was performed by Tectonic
for Sunshine Beach Noosa Developments Pty Ltd, generally in accordance with Proposal P25064-Rev0
dated 7 February 2025.
The investigation comprised a site walkover and drilling of boreholes at two locations, in situ soil
strength testing and environmental laboratory testing. This report summarises the results of the
investigation and provides geotechnical recommendations regarding earthworks, footings, temporary
and permanent retention and groundwater management, together with an assessment of the extent and
severity of ASS, and an ASS management plan.



2.           Proposed Development
Architectural drawings supplied to Tectonic (Ref. Chris Clout Design [CCD], Project Name. River Oasis,
Sheet Nos. C0.0 to C5.5 [20 sheets], Issue Preliminary Concept, dated 30 May 2025) indicate that the
proposed new residence will comprise a two-storey building over a two level basement. Construction
will likely comprise rendered masonry, with suspended concrete upper floors and roof. An arc shaped
pool will be positioned adjacent to the lower floor level in the north-eastern corner of the site, being
setback about 2 m from the existing canal revetment wall. Concrete steps are also proposed off the
eastern edge of the house down to the revetment wall. Plans suggest that a pontoon is also proposed as
part of the works.
The architectural design indicates that excavations for the basement level will generally be about 7 m
deep, however will range up to about 8 m deep for a car lift pit. Excavations for the pool are indicated to
range up to about 1.5 m deep, with negligible filling proposed across the site. It is understood that
engineered shoring is proposed around the full perimeter of the basement.
Preliminary information provided by SCG indicates that serviceability loads (contact pressures) beneath
the basement floor slab would be in the order of about 55 kPa.
Text Figure 1 overleaf provides a layout plan and cross-sectional view of the proposed development.




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       Text Figure 1: Proposed layout plan (upper) and cross-sectional view (lower) courtesy CCD




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3.           Site Description
The site is formally described as Lot 2 on SP281580, covering an area of about 622 m2, and having
frontage to Ravenwood Drive along the western boundary. An open water canal is present to the rear
(east), which ultimately connects to the Noosa River. Similar residential properties surrounded the site,
most of which had jetties jutting out into the canal. At the time of the investigation the site was vacant
with a coverage of grass.
To the east, a concrete revetment wall about 1 m high fronts the canal. The western and central parts of
the site were relatively level, with a batter dipping easterly down to the revetment wall at about 10°. At
the time of the assessment, an intertidal beach extended in front of the wall, covering most of the
structure. However, the northern edge of the wall remained exposed, and the beach tapered off towards
a stormwater outlet near the site boundary. Locally, a channel approximately 0.5 meters deep was
observed directly beneath the outlet. Further east, the beach sloped downwards into the canal at an
angle of 6° to 10°, beyond which further observations were not possible.
Although the revetment wall was generally covered by the intertidal beach area, visible parts appeared to
be in straight alignment with no obvious signs of distress which would be attributed to global slope
instability.
It is understood that a previous double storey residence over a single level basement was constructed
sometime after 2018, and was demolished in 2024 due to significant structural distress. Conversations
with the client suggest that this was due to inadequate structural design and dewatering of the lower
level, however, no further details were provided.
A recent aerial image of the site and surrounds is shown in Text Figure 2 below.




                                                             Subject site




       Text Figure 2: 2025 aerial image of the site and surrounds (courtesy of Nearmap imagery)




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Architectural drawings and publicly available information indicate that the ground surface across the
proposed building area typically varies between about RL 2 m and RL 2.5 m AHD, then drops down to
about RL 0 m to 1 m AHD adjacent to the canal.
Text Figures 3 to 6 below and overleaf illustrate site conditions at the time of the investigation.




                                                                                          Stormwater outlet




           Text Figure 3: Oblique drone image of the site looking west, drilling borehole BH2




                Text Figure 4: Oblique drone image of the site and surrounds, looking east



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   Text Figure 5: Views along the existing revetment wall crest, looking south (LHS) and north (RHS)




                        Text Figure 6: Easterly view of the site, drilling borehole BH1




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4.           Method of Investigation
4.1          Fieldwork
Two boreholes (designated BH1 and BH2) were drilled across the site using a tracked vehicle mounted
rotary drill rig owned and operated by MK Drilling. Boreholes were drilled using a combination of solid
flight augering and cased washboring to target depths of 15 m and 16.5 m below ground level (BGL).
To enable an assessment of in situ soil strength, standard penetration tests (SPTs) were conducted at
regular intervals. SPTs were substituted for undisturbed (U50 tube) samples in firm clays. Shear vane
and pocket penetrometer testing were undertaken in undisturbed samples. Soil samples for ASS testing
were collected at 0.25 m depth intervals from both boreholes to depths of 4 m BGL.
A Class 18 PVC-U standpipe with factory slotted screen for the lower 1.5 m was installed in borehole BH1,
to a depth of 4 m BGL, encased in sand to about 1 m BGL, then sealed with bentonite above. Following
installation, the standpipe was purged of drilling fluid. At the completion of fieldwork the groundwater
level was measured, with samples collected to conduct field and laboratory testing. Results of the
groundwater monitoring are discussed in Section 5.3.
Borehole BH2 was capped near the surface using an ‘octo-plug’ and backfilled using compact drilling
spoil. Excess drilling fluid was spread across nearby site areas.
Investigation fieldwork was completed by experienced geotechnical engineers from Tectonic on
18 February 2025. The engineers were responsible for logging subsurface profiles in accordance with
AS1726 Geotechnical site investigations, supervising in situ testing, and recovering samples.
The positions of the boreholes were recorded using a handheld GPS, with a typical reported accuracy of
±3 m. Reports of the boreholes, along with explanatory notes, are presented in Appendix A.


4.2          Environmental Laboratory Testing
A total of 32 soil samples returned from the field investigation were dispatched to Eurofins MGT
(Eurofins), a NATA accredited environmental laboratory located in Murrarrie, Brisbane. All samples were
screened for ASS potential by measurement of field pH (pHF) and pH after oxidation (pHFOX) using 30 %
hydrogen solution.
Six samples also underwent quantitative analysis by the Total Actual Acidity (TAA) and Chromium
Reducible Sulfur (CRS) suite in accordance with ASS Method 23F (TAA) and 22B (CRS) laboratory
procedures. The pH was measured in KCl suspension by the analytical laboratory on samples submitted
for testing. ASS laboratory test results are discussed in Section 7.
One groundwater sample, recovered from the standpipe in borehole BH1, was tested for a range of
parameters relevant to design of the construction dewatering system. Groundwater test results are
discussed in Section 5.3.
Two soil samples were also tested for aggressivity towards concrete and steel structures. Aggressivity
test results are discussed in Section 5.4.
Environmental test certificates are attached in Appendix B.




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5.           Investigation Findings
5.1          Regional Geology
The 1:100,000 Series Laguna Bay Surface Geological Map (Sheet 9545, Compiled 11 July 2018) indicates
that the site is immediately underlain by historic reclamation fill, inferred to be associated with the
adjacent canal construction (Ref. extract in Text Figure 7). Natural soils below are indicated to be
Quaternary age, active stream channel and low terrace deposits comprising “sand, gravel, silt and clay”,
which are inferred to be underlain at depth by sedimentary strata (mostly sandstone and siltstone)
associated with the late Triassic to Jurassic age Tiaro Coal Measures.


                                                         Approx. Site location




                        Text Figure 7: Extract from Laguna Bay Surface Geology Map


5.2          Subsurface Conditions
A summary of the subsurface conditions encountered in the boreholes is given below, with more detailed
descriptions provided in the borehole reports in Appendix A.
Relatively consistent subsurface materials were encountered in the boreholes, summarised as follows:
    Existing Fill – mostly loose to medium dense, silty sand, with varying gravel, cobble and deleterious
     material (e.g. metal, organics, cobbles pipe fragments etc.) content to depths between 2.3 m and 3 m
     BGL; then
    Alluvial/Estuarine Materials – mostly medium dense to very dense sands, including indurated sand
     (‘coffee rock’) to depths between 13.2 m and 13.6 m BGL, then mostly stiff clays to the borehole
     termination depths. It is noted that a firm sandy/silty clay layer was intersected in both boreholes
     between about 4.8 m and 5.5 m BGL, with some loose natural sands above. A deeper firm clay layer
     was also encountered in borehole BH1 between about 13.2 m and 14 m BGL.
A summary of the subsurface conditions encountered in the boreholes is given in Table 1 overleaf.




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Table 1: Summary of Subsurface Profiles

                                                                                          Medium
                                                                                                                  Stiff
                                                                                           Dense
    Location                     Fill          Firm Clays           Loose Sands                                (or Stiffer)
                                                                                         (or Denser)
                                                                                                                  Clays
                                                                                           Sands
                                               4.8 – 5.5 &                                5.5 – 13.2
  BH1 (m BGL)                 0 – 3.0                                   3–4                                    14.0 – 16.5TD
                                                13.2 – 14                                (8.3 – 9.0*)

                                                                                          5.2 – 13.8
  BH2 (m BGL)                 0 – 2.3            4.8 – 5.2             2.3 – 4.8                               13.8 – 15.0TD
                                                                                         (7.2 – 10.2*)
Notes:    1.       Depths and levels noted at time of investigation (18 February 2025)
          2.       (*) denotes very dense indurated sand
          3.       TD denotes borehole terminated at target depth


5.3            Groundwater
Groundwater seepage and inflow was encountered during solid flight augering at depths between
1.8 m and 2 m BGL. A standing groundwater level of 1.8 m BGL was measured in the standpipe installed
in borehole BH1 at the completion of fieldwork. Groundwater levels are anticipated to fluctuate with
prevailing weather conditions and are likely to be strongly influenced by the tidal surface water level in
the adjacent Noosa River/Weyba Creek, possibly rising closer to the ground surface. The groundwater
level and results from testing of a sample recovered from the standpipe in borehole BH1 are summarised
in Table 2.

Table 2: Summary of Groundwater Monitoring

                Parameter                                    Units                                       BH1
                  Depth                                      m BGL                                       1.8
                pH (at 25°)                                  pH unit                                     10
   Electrical Conductivity (at 25°)                          mS/cm                                       1.4
                  Redox                                       mV                                         180
          Acidity as CaCO3                                    mg/L                                       <10
           Sulfate (as S04)                                   mg/L                                       120
                 Chloride                                     mg/L                                       470
                Aluminium                                     mg/L                                       36
         Aluminium (filtered)                                 mg/L                                       7.5
                    Iron                                      mg/L                                       24
               Iron (filtered)                                mg/L                                       1.1




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Testing indicates that the groundwater is alkaline and brackish. The unusually alkaline result for the
groundwater may be due to previous lime treatment of the fill materials (Ref. Section 7.4).
Chloride and sulfate levels are consistent with an estuarine groundwater system, however, the titratable
acidity levels were lower than expected which may be due to previous lime treatment as outlined above.
The filtered (dissolved) alluvium and iron concentrations of 7.5 mg/L and 1.1 mg/L, respectively, are well
above the acceptance criteria for release of water into the environment (Ref. Section 7.6). During
dewatering for the basement excavation, appropriate water quality treatment will be required to bring
iron and aluminium levels down to acceptable limits prior to discharge, and also manage pH and
turbidity. The advice of an experienced dewatering (and water quality treatment) sub-contractor should
be sought.


5.4          Aggressivity Laboratory Test Results
Table 3 below summarises the results of aggressivity laboratory testing conducted on two selected soil
samples recovered from the boreholes. The aggressivity laboratory certificates are presented in
Appendix B, with the ASS certificates.

Table 3: Summary of Aggressivity Laboratory Results

    Location &                                               Aggressive Soil Suite
      Depth             Material                                   Chloride       Sulphate      Resistivity
                                        EC (µS/cm)     pH
      (m BGL)                                                      (mg/kg)        (mg/kg)       (ohm.cm)
        BH1
                       Silty SAND          1100        6.3           1400            220            900
      7 – 7.45
         BH2
                       Silty SAND           94         6.8            6.8            31           11,000
      3.25 – 3.5

Soil aggressiveness test results have been assessed against Table 6.4.2(C) and Table 6.5.2(C) of AS 2159
2009 Piling Design and Installation. The results generally indicate ‘mild’ classifications for concrete
structures based on the samples tested for soils conditions ‘A’, with a ‘non-aggressive’ classification for
steel structures based on the sample tested from borehole BH2. Due to the low resistivity value, the
sample tested from borehole BH1 indicated a ‘severe’ exposure classification for steel structures.
Due to the proximity to the tidal Noosa River, ‘severe’ and ‘very severe’ classifications would be expected
for concrete and steel elements subjected to the ‘splash zone’ (e.g. revetment structures), respectively.




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6.           Engineering Assessment
6.1          Revetment Wall Global Stability
Design drawings indicate that the proposed residence and pool will be setback at least 2 m horizontally
from the existing revetment wall fronting the canal. The proposed development is expected to have a
‘non-worsening’ impact on the global stability of the existing revetment wall based on the following:
    No surcharge loads (including filling, etc.) are to be exerted on the existing revetment wall unless
     assessed and approved by a geotechnical RPEQ, who must also assess global stability of the wall.
     Where structures and/or filling are within the zone of influence of the revetment wall (Ref. Section
     6.4.5), load transfer below the zone by shallow piles or the like would be necessary.
    Excavations for the basement level are expected to range between about 7 m and 8 m deep.
     Therefore, all footings and associated building loads will be founded well below the zone of
     influence of the revetment wall.


6.2          Earthworks
Architectural drawings indicate that excavations for the basement level will generally range between
about 7 m and 8 m deep. It is understood that engineered shoring is proposed around the fill perimeter
of the basement. Filling must not be undertaken unless assessed and approved by a geotechnical RPEQ,
in order to check any impacts from such on settlement and global stability.

6.2.1        Site Preparation and Trafficability
After excavation to the design basement level, the subgrade is expected to comprise medium dense to
very dense sand/indurated sand. Following bulk excavation, the exposed subgrade must be assessed by
a suitably qualified and experienced geotechnical RPEQ to determine the depth of any over-excavation
required to achieve a stable working platform and foundation for the building. This may be based upon
visual appraisal via a static proof roll, say using a minimum 4 tonne roller, and/or testing such as by the
dynamic cone penetration method.
Select removal of unsuitable materials and replacement with rock fill (R&R) may be required to achieve a
stable building foundation subgrade, and a working platform for general construction works. This would
be particularly important if a raft footing system is adopted (Ref. Section 6.4). The temporary retention
system should be designed to tolerate deeper excavations to account for possible R&R.
Replacement materials must comprise good quality granular fill (e.g. ‘150 minus’ rock fill) compacted as
outlined in Section 6.2.4.
Depending on prevailing weather and tidal conditions at the time of construction, groundwater may be
present at shallow depth and could lead to subgrade heaving and strength loss under trafficking by
construction equipment. Lighter, tracked plant should therefore be used for earthworks where possible,
and heavy vehicles (particularly wheeled plant) should avoid trafficking directly on the subgrade.
Care must be taken with the use of vibratory equipment to ensure that there are no adverse impacts on
surrounding structures, and that vibration does not cause groundwater to ‘pump’ into and weaken the
subgrade. The impacts from ground vibration must be closely monitored and managed during
construction. It would be prudent to conduct a dilapidation survey of nearby structures before
commencement of construction.



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Although relatively good trafficability should be encountered during ‘dry’ weather conditions and with
effective groundwater dewatering on the expected natural sand subgrades, the soils could be subject to
strength loss from repetitive vehicle loading (particularly from rubber tyred plant), mainly if they are
saturated. Thus, the measures outlined below may be required:
   Grade the base of the excavation (minimum 1V:100H) to achieve positive drainage to a dewatering
    point(s) (e.g. sump-pump), with collected waters then pumped to a suitable discharge outlet (after
    treatment to a suitable quality).
   Place non-woven geosynthetic filter fabric (e.g. Bidim A34 or equivalent) across the subgrade to
    prevent ‘pumping’ of ‘fines’ (silt materials) into the rock fill working platform. The grade of
    geosynthetic to be used will be dependent upon the particle size of the selected granular material
    used (see below).
   Construct a minimum 150 mm thick granular working platform to the design subgrade level. We
    suggest the use of ‘150 minus’ rock fill with a thin capping layer of CBR 15% material to provide a
    smooth working surface.
Specific design will need to be carried out to determine working platform requirements for any heavy
plant (e.g. mobile cranes or piling rigs).
Construction areas external to the basement should be graded to enable flow of stormwater to a control
point(s) for pumping out and/or treatment, if necessary, prior to off-site release.

6.2.2        Excavations
Excavations for the basement to depths in the order of about 7 m to 8 m BGL are expected to encounter
mostly loose to medium dense sands, with some firm clays. Excavations to the design level should be
achievable using conventional earthmoving plant (e.g. excavators with toothed buckets).
Groundwater seepage and inflow was encountered during the investigation at depths between 1.8 m and
2 m BGL, with the standing groundwater table recorded in the standpipe installed in borehole BH1 at a
depth of 1.8 m BGL. Based on the close proximity of the site to the Noosa River, groundwater levels will
likely fluctuate with tidal levels on a damped cycle and may rise closer to the surface following periods of
prolonged or heavy rainfall. Due to the presence of groundwater at shallow depth in natural sands and
considering that the basement excavations will extend up to most site boundaries, battering is generally
not expected to be possible. Temporary shoring of the excavation will be required and is discussed in
Section 6.3.2.

6.2.3        Material Re-Use
Soils excavated for the basement where free of any deleterious materials (e.g. organics, building debris
etc.) are expected to comprise mostly silty sands. The sandy soils should generally be suitable for re-use
on or off site as structural fill if spread out in thin layers and allowed to dry out to optimum moisture
content for compaction (noting the limits on filling described above). Internal dewatering prior to bulk
excavation would be prudent to enable easier handling of excavated materials for off-site transport and
re-use, particularly if groundwater is shallow at the time of construction.
It should be noted that compaction of such relatively poorly graded natural sands as structural fill
generally requires the use of vibratory compaction equipment (typically a smooth drum roller).




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6.2.4        Filling
Based on the supplied architectural drawings, and the proposed construction methodologies, no filling
works are anticipated as part of the development, although controlled filling may be required for over-
excavation of unsuitable materials exposed in the foundation subgrade if a raft footing system is
adopted. It is recommended that any imported fill for the project comprise good quality, low reactivity
materials (e.g. non-descript crushed rock, ‘clean’ sands, or similar), that comply with the following:
   Minimum CBR of 10 %
   Maximum plasticity index of 15 %
   Shrink-swell index ≤ 1 %
   Maximum particle size of 100 mm
Fill material should be placed in 200 mm thick (loose thickness) layers and be compacted by repeated
rolling using a minimum 4 tonne roller (vibration on if safe to do so) to achieve a dry density ratio of at
least 98 % of the maximum Dry Density Ratio (DDR), based upon the Standard Compaction method, or a
Dry Density Index of at least 75 %.
Confirmatory compaction testing must be carried out at regular intervals. A minimum of two tests per
vertical lift is recommended where structural fill heights are to exceed 300 mm. Further details for
control and testing of fill are given in Australian Standard AS 3798-2007 Guidelines on Earthworks for
Commercial and Residential Developments. Level 1 geotechnical inspection and testing of all structural
fill is recommended, with density testing at a Type 3 frequency.
Due to the close proximity of structures on surrounding blocks and underground services, care will need
to be taken with any activities which may cause excessive ground vibrations (e.g. fill compaction and
excavations). It would be prudent to conduct a dilapidation survey of nearby structures before
commencement of construction, and to monitor ground vibrations during construction works. When in
proximity to settlement sensitive structures or services, only static compaction rolling should be
conducted, particularly if excessive ground vibrations are encountered, and/or to prevent pumping of
pore water leading to subgrade heaving/strength loss over the subgrade generally.


6.3          Temporary and Permanent Retention
Excavations for the basement and floor slab are expected to range between about 7 m and 8 m BGL.
Given that the planned basement footprint extends close to site boundaries, excavations will cover most
of the site. Some form of temporary shoring will be required to support the excavation.

6.3.1        Temporary Batters
Temporary batters in loose to medium dense sands above the groundwater table may be formed at
1V:1.5H provided that they are not subjected to surcharge loads (e.g. from surrounding buildings) and
are protected from saturation by rainfall. Flatter temporary batters would be required where affected by
groundwater seepage or rainfall. Excavations below the groundwater table will require temporary
shoring and dewatering to actively lower groundwater below the base of the excavation, and to control
groundwater inflow. Where the above temporary batters cannot be achieved (e.g. due to spatial
restraints etc.), retention will be required (refer to Section 6.3.2). Any excavations required adjacent to
existing structures or infrastructure will need to be specifically designed to ensure that the structures are
not undermined.




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6.3.2        Temporary and Permanent Retention Systems
Given that the planned basement footprint extends close to the site boundaries, excavations will cover
most of the site. Allowing for the footprint extents some form of temporary shoring will be required to
support the excavations. Suitable shoring methods for the ground conditions encountered could include
secant (over-lapping) piles and mud diaphragm walls.
Temporary shoring should penetrate into the underlying dense (or denser) indurated sands/coffee rock,
to minimise flows up through the base of the excavation. Deeper ‘key in depths’ may be required,
depending on detailed design of the temporary shoring system. Care would need to be taken with
shoring to manage potential vibration impacts on nearby structures. It would be prudent to conduct a
dilapidation survey of such adjacent structures prior to commencement of the site works.
Considering the potential for adverse impacts on nearby structures due to settlement, and potential
environmental impacts due to significant dewatering of the groundwater table; the proposed temporary
retention system should be designed to support at least partial hydrostatic pressure. Given our
observations of groundwater levels and ASS conditions, we recommend that the external groundwater
level should not be dewatered deeper than 1.5 m BGL.
An internal dewatering system (e.g. a series of sand spears or wells connected to an extraction pump) will
likely be required to pick up any seepage that migrates through the shoring system, and up through the
sands across the basement excavation floor. This would be to prevent ‘boiling’ of the basement
subgrade. It should be possible to manage the groundwater extraction system such that the impact on
the surrounding, external groundwater table is negligible. To minimise the volumes of extracted
groundwater and the associated treatment requirements, it would be prudent to adjust the depths of
wells/spears and pumping rates such that the stabilised groundwater level below the excavation floor is
optimised (i.e. dewatering is not carried out to an excessive depth).
To minimise inflow rates and reduce the risk of external dewatering care must be taken to ensure the
temporary shoring wall is ‘water-tight’. Special attention would need given to the detailing such as
ensuring that the shoring elements overlap.
Subject to the recommendations outlined above, and the advice of a suitably experienced
shoring/dewatering contractor (including hydrogeological assessment of the proposed dewatering),
negligible impacts are anticipated on surrounding buildings and infrastructure due to the following:
   Temporary retention will be utilised around the entire excavation perimeter.
   External dewatering will not be undertaken below 1.5 m BGL, with the internal dewatering system
    optimised such that dewatering is not undertaken to an excessive depth.
   The upper soil layers primarily consist of sands, and groundwater levels are expected to fluctuate in
    response to weather conditions and tidal cycles. As such, the internal dewatering system is not
    anticipated to cause significant changes in the surrounding groundwater levels or induce soil
    shrinkage or swelling.
Due to the relatively shallow depth that groundwater was encountered during the investigation, the
proposed basement will need to be designed as a ‘tanked’ structure. The design of the proposed
basement walls and floor will therefore need to include allowance for hydrostatic pressures. This would
need to include allowance for the highest astronomical tide and potential flood/storm surge levels,
together with predicted rises due to climate change. It may be possible to incorporate a permanent
pressure relief system for the basement; however, due to ongoing requirements for treatment of
extracted groundwater, such a system is not likely to be feasible.



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Design for temporary and permanent retaining structures could be carried out using the pressure
distribution applicable to the wall type and based on the parameters listed in Table 4. These values do
not include allowance for hydrostatic pressures nor transient (e.g. construction) or adjacent footing
loadings.

Table 4: Retaining Structure Design Parameters

                                                              Lateral earth pressure coefficients
                                Unit         Friction
    Retained material          weight         angle         Ka               Ko
                              (kN/m3)       (Degrees)   (Cantilever     (Non-yielding               Kp
                                                           wall)            wall)

        Firm Clay                17             23         0.44              0.61               2.28


        Loose Sand               17             30         0.33               0.5               3.0


 Medium Dense Sands              18             34         0.28              0.44               3.54

  Dense to Very Dense
                                 19             38         0.24              0.38               4.20
         Sands

The advice of a suitably experienced, specialist contractor must be sought regarding feasibility, design
and installation of the preferred retention and dewatering system for this site. It will be necessary to
conduct numerical analysis to optimise the retention system. Temporary and permanent retention
design must be designed and certified by a suitably qualified and experienced RPEQ engineer.


6.4          Building Foundations
6.4.1        Settlement Analysis
For the proposed two storey building with double level basement, SCG has indicated that contact
pressures beneath a possible raft slab would be in the order of about 55 kPa. To assess the geotechnical
feasibility of supporting the building on a stiffened raft footing system at basement floor level,
settlement analysis has been carried out using Settle 3D. The analysis considered a flexible footing
founded on medium dense sand at about 7 m BGL and assumed that, if required, over-excavation and
replacement of any loose/firm materials would be undertaken near the basement level, as outlined in
Section 6.2.1. Our analysis indicates that elastic and consolidation settlements would be in the order of
the values provided in Table 5 overleaf.




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Table 5: Estimated Settlements Under Raft Slab

                       Description                            2 Storey Building + Double Basement

            Approximate Elastic Settlement                                  < 10 mm
       Approximate Consolidation Settlement                               Up to 15 mm
              (in addition to above)
         Approximate Secondary Settlement                                 Up to 15 mm
            Approximate Total Settlement                                  Up to 30 mm

The elastic (immediate) settlements should mostly occur during the construction and initial loading
phase; however, ongoing consolidation and secondary settlement will occur over the design life of the
building, which should be considered in the design. Further analysis should be carried out once
structural design details and building loads are finalised to confirm the above estimates remain valid.
Settlement parameters were based on published and empirical correlations with in-situ test results from
the boreholes. An output from the Settle 3D modelling is presented in Text Figure 8.
It should be noted that concentrated wall/column loads or peak perimeter pressures exceeding 55 kPa
(soil contact pressure) could substantially increase settlement and thus, piled footings may be required in
these areas.




                              Text Figure 8: Settle 3D output of Total Settlement




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6.4.2        Footing Options
For the anticipated approximate gross distributed building foundation pressure of up to 55 kPa under
the building, the adoption of strip and pad footings is not recommended as the settlement of foundation
soils would be excessive. Therefore, footing options that may be considered for the proposed building
include a well stiffened raft slab or piles. Discussion on raft slab and piled footing systems is given in
Sections 6.4.3 and 6.4.4 respectively.

6.4.3        Raft Footing Design
It is anticipated that a well stiffened raft slab footing system could be adopted to support the proposed
building provided that total and differential settlements, as estimated and given in Table 5, can be
accommodated. The raft would need to be designed to evenly distribute building loads throughout the
slab, including concentrated column loads. SCG has indicated that gross pressures beneath the
basement floor slab would be in the order of about 55 kPa.
Analysis indicates that settlements should generally within the feasible limits for a well stiffened raft slab
footing system. Further analysis should be carried out once structural design details are finalised to
confirm the above estimates remain valid. This should also include finite element analysis to resolve
soil/structure interaction with input from the structural designer to accurately calculate
stresses/displacements and subgrade/slab reactions. Resistance to uplift from hydrostatic pressures
should also be considered by the design RPEQ. Piles or tie down anchors to resist uplift may be required.
Should the anticipated settlements preclude the use of a well stiffened raft slab, piled footings would be
required (Ref. Section 6.4.4). As outlined above, concentrated wall/column loads or peak perimeter
pressures exceeding 55 kPa would also need to be transferred using piled footings.
Excavations for the basement are expected to expose mostly medium dense to very dense
sands/indurated sands. The raft subgrade must be inspected by a geotechnical RPEQ to confirm the
foundation materials and allowable bearing pressure, and to advise on treatment of any unsuitable zones
(if encountered).

6.4.4        Piled Footing Design
Where anticipated settlement cannot be tolerated in a stiffened raft solution or in areas with
concentrated/elevated peak pressures, a piled footing system would be required. Considering the likely
order of column loads to be supported, piles would could be socketed into the dense to very dense
sands at about 7 m BGL. Piles may be designed using an allowable end bearing pressure of 1 MPa in
dense or very dense sands.
It is envisaged that steel screw piles could be adopted for the development. The use of bored piles,
without the use of steel liners and dewatering equipment, would be precluded by the presence of
shallow groundwater and loose sands near surface. Driven piles would likely not be suitable given the
suburban environment (e.g. noise disturbance) and potential vibratory effects on adjacent structures
(residences and underground services). Grout injected CFA piles could also be considered.
If steel screw piles are adopted, it will be important to ensure close supervision of installation, as piling
may not encounter sufficient drilling resistance (from torque measurement) in dense sands at the
suggested founding depth, and piles could extend to much greater depth than necessary.
It is therefore recommended that site specific dynamic load pile testing should be conducted. Where
tension or compression capacity developed in the footings is critical for the future structure (e.g.
resistance to uplift forces etc.), then cyclic load tests (including measurement of deflections under

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tension and compression cycles) should also be undertaken prior to construction. Kentledge for static
testing, or simulated cyclic loads, should prove the piles to a minimum of two times the expected
working load within tolerable deflections.
The advice of a specialist piling contractor must be sought regarding an assessment of suitable pile
types, pile design, and associated constructability considerations. The most cost-effective piling solution
depends on a combination of pile type, diameter and length. Piling companies are best equipped to
make this assessment based on the costs of the various options. Piling companies should make their
own assessment of anticipated founding levels and required pile lengths. Footings for proposed
jetties/pontoons must be assessed by a specialist piling contractor. It is envisaged that a barge mounted
piling rig would be required for working within the canal beyond the revetment wall.
Settlements of piles founded as above under working or serviceability loadings would not be expected to
exceed 1% of pile diameter (e.g. less than 10 mm for pile diameters less than 1 m) provided any
CFA/bored pile bases and sockets are cleaned of disturbed material and cuttings.

6.4.5        General
All footings should found such that they are not adversely affected by (or affect) any adjacent
excavations, trenches, or retaining walls that are not designed to support building loads. Footings should
found at least below a plane extending 1 m horizontally from the base of trenches/excavations/retaining
walls, then rising up at 1V:1H, as illustrated in Text Figure 9.
Where footings are located within a horizontal distance of 1.5H (H being the batter height) of any cut or
fill batter crest, these footings must be founded at a depth level with the toe of the batter.




          Text Figure 9: Zone of influence diagrams – footings to be founded below these lines

If any soil conditions encountered during construction are found to differ from those noted in the
geotechnical investigation, Tectonic should be notified immediately and an inspection carried out to
determine if changes to footing design are required.
Please note that steel/concrete structures would need to be designed for durability as outlined in
Australian Standard AS2159-2009 Piling – Design and Installation. Refer to the discussion on soil
aggressivity given in Section 5.4.

6.4.6        Site Classification
Site classification for footing design is determined in accordance with AS 2870-2011 Residential Slabs and
Footings and depends on the depth of cut / fill undertaken at a site, variations in the natural soil depths,
and the reactivity of the in situ materials and any imported fill materials.
Although the site classification would be strictly Class P as per AS2870 due to the presence of existing fill
and loose sands, the potential relative movements between the building and surrounding ground (i.e. at


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plumbing connection points) would not be expected to exceed 40 mm if the building is supported on a
raft. Thus, an equivalent Class M is recommended for plumbing design purposes in this case.

6.4.7        Earthquake Design Considerations
In accordance with Australian Standard AS 1170.4-2007 Structural design actions, Part 4: Earthquake
actions in Australia, Section 4.2, this site would be classified as “Class Ce” (shallow soil site).


6.5          Permanent Drainage
Design of the proposed basement walls and floor would need to include allowance for hydrostatic
pressures. The standing groundwater level was recorded at 1.8 m BGL in the standpipe installed in
borehole BH1 at the completion of fieldwork, however, groundwater could rise closer to the ground
surface following periods of heavy or prolonged rainfall, high tides and flooding. Depending on matters
such as the extent of drainage installed and hydrological analysis, the designer must make an assessment
of hydrostatic pressure to be accounted for in the design of the basement.
The use of a passive pressure relief system could be considered to enable a reduction in the allowance
for hydrostatic uplift in basement construction. This could comprise a drainage network connected to a
series of standpipes or one-way valves that allow groundwater seepage to flow into a sump-pump
collection system, once groundwater rises above a predetermined level (and for which the basement has
been designed to resist the relevant hydrostatic forces). A drawback of such a system would be the need
for water quality treatment prior to off-site discharge, and the on-going maintenance required and may
not be accepted by Council. As such a fully tanked basement structure will likely be required. Design of
basement tanking, and any pressure relief system, must be undertaken by a suitably qualified and
experienced structural RPEQ.
Permanent site drainage should be installed to ensure that stormwater runoff is directed away from
building walls and footings (e.g. perimeter paths/drains and swales where space allows), discharging into
the existing stormwater infrastructure in the surrounding streets or canal to the east. A surface
dissipation device such as rock weir must be installed at the stormwater outlet(s), where not discharging
into a constructed pit.




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7.           Acid Sulfate soil assessment
7.1          Information on Acid Sulfate Soil
ASS is common in low-lying coastal areas of Queensland, typically in Holocene to Pleistocene age alluvial
and estuarine sediments located below RL 5 m AHD. Such areas are often characterised by the presence
of estuaries, swamps, floodplains, salt marshes and mangroves. The affected soils contain iron sulfides,
most frequently pyrite, which when exposed to air, oxidises to form sulfuric acid.
There are two basic types of ASS. These are actual acid sulfate soil (AASS), which is soil in which pyrite
has already oxidised and sulfuric acid is present in the soil, and potential acid sulfate soil (PASS), where
pyrite is present but has not been oxidised.
When these soils are maintained in their natural setting (generally anaerobic conditions below the
groundwater table or sea level), the iron sulfides (PASS) are unable to oxidise, therefore the ASS remains
in a stable state. However, where disturbances such as civil construction or development expose ASS to
aerobic conditions, the iron sulfides are able to oxidise and form sulfuric acid, resulting in the soil
becoming acidic. Existing acidity attributed to the oxidation of ASS (AASS) may also be present because
of previous exposure of ASS material either by human interference or by natural processes. This acidity
has the potential to mobilise metals which are naturally present in the soil, thereby producing a leachate
contaminated by both high levels of acidity and metals. The chemical reactions can also strip the
leachate of dissolved oxygen. Such leachate, if released into the environment, can have significant
adverse effects including degradation of the water quality in receiving areas, fish disease/kills, reduced
crop productivity, corrosion of built structures and health related issues.
In view of these potential effects, it is critical that any development that occurs within an area likely to
contain ASS is planned, managed and monitored appropriately so as to minimise or remove the risk of
adverse environmental outcomes. Development involving ASS must comply with the requirements of
state and local regulations pertaining to ASS, this includes Noosa Council’s Planning Policy and its
attendant guidelines.
This shall be achieved through the following overall development outcomes:
    Development ensures that the release of acid and associated metal contaminants into the
     environment is avoided by either:
    Not disturbing ASS when excavating or otherwise removing soil or sediment, extracting groundwater
     or filling land; or
    Treating and, if required, undertaking ongoing management of any disturbed ASS and associated
     drainage waters.
Other forms of acidity may be present in soil that is not sulfuric in nature, thus not produced or
associated with the occurrence of ASS. These can be commonly termed ‘acidic non-ASS.’ While these
soils are not regulated to the same extent as ASS, it is prudent to operate within the requirements of
Queensland environmental law and manage the acidity in line with best practice management criteria, as
set out within the Queensland ASS Technical Manual if these types of soil are going to be disturbed.




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7.2          Desktop Study
7.2.1        Geology and Groundwater
The mapped regional geological setting is detailed in Section 5.1 of this report and comprises recent
reclamation fill, and Quaternary age interlayered alluvial/estuarine deposits. The site-specific geology is
detailed in Section 5.2 where it can be seen that mostly silty sands (natural and fill), with minor sandy
clays, are expected to the proposed excavation depths.
Groundwater encountered during the investigation was at about 1.8 m BGL (with the potential to
become shallower following rainfall and high tide events). External dewatering will not be carried out
below 1.5 m BGL. An internal dewatering system (e.g. a series of sand spears or wells connected to an
extraction pump) will likely be required to pick up any seepage that migrates up through the sands
across the basement excavation floor. It should be possible to manage the groundwater extraction
system such that the impact on the surrounding, external groundwater table is negligible.


7.3          Regional ASS Mapping
An extract from the Queensland Government’s Redcliffe to Teewah Acid Sulfate Soils Map 2 (NR&M-
SEA-I-A0 3261) covering the region is shown in Text Figure 10. The mapping classifies the site as ‘SDL’
(purple shading), which is described as “disturbed land…likely to contain ASS”, and that only a “limited
field investigation” has been undertaken as part of the mapping program.
It should be noted that ASS risk mapping does not definitively indicate the presence nor absence of ASS
at a particular site, but rather provides an indication of terrain where ASS is likely to occur. The presence
or absence of ASS at a site may only be confirmed by completion of a site investigation, involving an
appropriate degree of site assessment and quantitative analysis.




                                                                  Approx. Site location




   Text Figure 10: Extract from Redcliffe to Teewah Acid Sulfate Soils Map 2 (NR&M-SEA-I-A0 3261)




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7.4          ASS Investigation Results
A total of 32 samples were recovered and assessed by pH field screen analyses. Existing soil pH (pHF)
ranged from 6.5 to 11, indicating mostly alkaline to slightly acidic conditions are present at the site. It is
noted that the alkaline conditions may be a result of previous ASS treatment of the fill materials
(i.e. addition of lime during the canal construction works), which was also evidenced by Acid Neutralising
Capacity (ANC) being present in all of the quantitative laboratory test results.
Quantitative laboratory analyses were completed on six samples using the Chromium Reducible Sulfur
(CRS) suite of testing to quantify the severity and nature of any acidity or potential acidity present in the
soil profile. Actual acidity was assessed using Titratable Actual Acidity (TAA), and potassium-chloride
extractable sulfur (SKCl) was used to assess the nature of the measured actual acidity. Potential acidity
was measured by the CRS method which specifically measures inorganic oxidisable sulfur. These
methods are set out in the QASSIT guidelines and associated ASS management documents. Based on
the nature of the proposed disturbance, an action criterion of 0.03%S (18 mol H+ per tonne) was
adopted for comparison with the combined actual and potential acidity results.
It is noted that the potential acidity exceeded the action criteria in two of the six samples tested, both of
which were in existing fill materials recovered from borehole BH1. However, all of the samples tested
returned ANC values exceeding the combined net acidity, which is inferred to be due to previous ASS
treatment.
The combined actual and potential acidity therefore did not exceed the action criteria in any samples.
ASS laboratory test results are summarised in Table B1 in Appendix B along with laboratory certificates.


7.5          Risk Characterisation
Laboratory test results indicate that the site soils above 4 m BGL have minimal acid generating capacity
given that the existing ANC levels exceeded the net acidity levels. As such, these soils do not require
specific management strategies under Queensland’s ASS legislation and guidelines. However, the soils
excavated below 4 m BGL, up to 7 m to 8 m BGL, would likely include ASS for which an ASS management
plan would be required and is included herein.


8.           Acid Sulfate Soil Management
The primary objective of this management plan is to provide a framework to allow the proposed works
to proceed without adverse environmental impacts related to the disturbance of ASS. To successfully
achieve this objective, the following issues shall be addressed:
    Confirmation of lime treatment rates for soils excavated from 4 m up to 8 m BGL by laboratory
     characterisation testing.
    Mitigation of risk associated with ASS present in disturbed soil (via neutralisation of disturbed soil
     and successful verification testing);
    Containment, testing and treatment (where necessary) of any water collected during the excavation
     and/or during the treatment processes; and
    Limitation of any alteration to the existing groundwater conditions and appropriate treatment of any
     collected groundwater before re-use, offsite discharge or disposal.




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8.1          Training and Orientation
Appropriate training should be provided to all Contractor staff involved in earthworks on the site, to be
delivered as part of site induction. Sessions should be conducted prior to the commencement of
earthworks and at other such regular intervals as required to ensure staff are fully aware of the
requirement for field management of ASS and associated waters, the management strategies to be
implemented, and their roles and responsibilities in achieving the desired management outcomes.

8.2          Management of Disturbed Material
The soils where excavated or otherwise disturbed as part of development works must be treated to
neutralise the net acidity present. Excavated soil shall be mixed with a neutralising agent (fine
agricultural lime) as follows:
   Fill and natural sand encountered to 4 m BGL – no treatment required.
   Materials excavated 4 m BGL and 8 m BGL – rate to be determined by characterisation testing.
Due to the spatial limitations, excavated soil from 4 m to 8 m BGL would need to be transferred to a
designated storage stockpile offsite while laboratory characterisation testing is completed.
Characterisation testing shall be undertaken at a rate of 1 test per 200 m3 of soil excavated from 4 m to
8 m BGL. Each characterisation sample will be taken by compositing excavated material from no less
than six subsample locations (including at depth) from the stockpile. The laboratory test regime for
characterisation testing will involve the CRS suite.
All materials (including volumes of soil and storage locations) must be recorded and tracked by the
Contractor. Material must be stored in a fashion that will allow treatment, if necessary, together with
suitable drainage management at the storage site to ensure that any surface water runoff and leachate is
able to be captured and effectively treated to ensure that no waters are released without meeting the
required site release criteria described in Table 7.
Following excavation of the basement, a lime guard layer will be applied to the subgrade soil at rate of
5 kg lime per m2, prior to construction of the blinding slab, or basement floor. A guard layer must also
be applied at a rate of 5 kg lime per m2 across the offsite stockpile subgrade.
Recommended liming rates assume the use of fine-grained agricultural lime with a purity of not less than
90%, a soil bulk density of 1.7 tonnes per cubic metre, and a factor of safety of 1.5 to allow for
incomplete mixing and the reactivity of the lime.

8.2.1        Verification Testing
To verify treatment of excavated ASS material from 4 m to 8 m BGL, verification testing will be carried out
at a rate of 1 test per 500 m3 of treated soil.
Each verification sample will be taken by compositing treated material from no less than six subsample
locations (including at depth) from treated soil within the treatment area. The laboratory test regime for
validation testing will involve the measurement of pH, net acidity (the sum of actual, potential and
residual acidity) and acid neutralising capacity (ANC). Where the pH post treatment is greater than 6.5
and the ANC is not less than 1.5 times the net acidity, then the validation shall be deemed successful.
If analysis of any verification sample/s indicates unsuccessful treatment, re-treatment of the represented
soil will be required prior to completion of another series of verification testing. This procedure should
be repeated until successful treatment has been verified.


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8.2.2        Record Keeping
To help demonstrate that appropriate quantities of lime have been used as specified to neutralise the
ASS, quantities of lime delivered to the site, verified by delivery dockets, will be maintained by the
Contractor. The lime usage shall quantify volumes of soil treated.

8.3          Management of Groundwater & In Situ ASS
Excavation below the groundwater table, such as that proposed for this site, has the potential to result in
localised lowering of the water table caused by dewatering. This process is referred to as groundwater
drawdown and can create a time variable cone of depression around the excavation, the scale of which is
dependent on the type and method of dewatering used, and the nature of the aquifer containing the
groundwater. The cone of depression is the volume of soil around the disturbance which was previously
saturated (below the water table), but due to the dewatering becomes unsaturated (at least for a short
time period during construction).
This lowering of the water table may lead to two potential problems:
   Settlement of the land adjacent to the excavation which may lead to subsidence; and
   Exposure of in situ PASS within the cone of depression, thereby causing oxidation of these soils and
    subsequent generation of acidity, having potential adverse effects on groundwater conditions.
The proposed construction is expected to utilise a engineered shoring retention system around the full
basement perimeter to provide temporary batter support for construction, and to minimise groundwater
inflows. So that the retention system can achieve an effective groundwater ‘cut-off’, it is recommended
that the retention system penetrates into the underlying dense (or denser) sands/coffee rock at around 7
m BGL. Furthermore, the retention system shall be designed to allow for the development of some
hydrostatic pressure to minimise external (e.g. spear point) dewatering.
Design and construction of a retention system as described above should result in negligible drawdown
of the groundwater table outside the excavation and mitigate the risk of ground settlement and/or
oxidation of possible in situ ASS in areas adjacent to the works.
It is anticipated that groundwater flows would be encountered through the base of the excavation during
construction, however such inflows should be handled using shallow well or spear points. These
groundwater inflows shall be treated and discharged together with any surface water runoff
accumulating during the construction period.
To further mitigate potential for risk associated with short-term dewatering, the following management
strategies should be undertaken to mitigate any potential issues:
   Depth of dewatering shall be limited to within 1 m from the base of proposed excavation.
   Quality of any groundwater inflows into excavations shall be monitored to ensure in situ acidification
    is not occurring. Monitoring will involve pH testing of inflows daily during dewatering periods. It
    should be noted that groundwater in the area may be naturally acidic (pH 5.0 to 6.0). If the
    monitored pH levels fall more than 1.0 unit over the course of construction monitoring, or is
    consistently below pH 4.0, then an ASS specialist should be engaged to determine whether there has
    been any significant environmental impact, why the pH has dropped and how the works may
    progress without undue environmental risk.




Geo-environmental Investigation Proposed Residence
4 June 2025 | 25040-001-Rev1                                                                             23

Page 83

Once basement excavation has achieved the final design level a reinforced concrete structural slab and
perimeter walls will be constructed to seal the basement and achieve a ‘tanked structure’, whereby no
permanent dewatering will be required (during operation).

8.4          Water Quality Management
Erosion and sediment control measures are expected to be applied in accordance with current industry
best practice to contain and control site runoff waters during construction.
Extracted groundwater and captured stormwater shall be monitored and maintained within a pH range
of 6.5 to 8.5. No uncontrolled release of waters will be allowed to occur during construction. The
performance criteria detailed in Table 6 must be met prior to release. The Contractor shall be
responsible for ensuring relevant water quality criteria are met prior to discharge.

Table 6: Water Quality Release Criteria

                        Indicator                                       Release Limit
                            pH                                            6.5 to 8.5
                Total Suspended Solids                                    < 50 mg/L
                 Dissolved Aluminium                                      < 0.3 mg/L
                     Dissolved Iron                                       < 0.2 mg/L
                                                      No visible litter, sheen or odour washed from the
                 Litter/Gross Pollutants               site or deposited in waters downstream of any
                                                                            discharge

Groundwater extracted during construction would be expected to require quality adjustment prior to off-
site release to stormwater. At a minimum, this is expected to involve buffering (increasing) of the pH to
within the range 6.5 to 8.5 by the addition of a suitable agent, followed by the addition of a flocculant,
and sufficient settling/contact times to reduce turbidity and metal loads. Effective treatment of
groundwater to achieve suitable release criteria requires reasonable spatial and temporal consideration.
An experienced dewatering contractor should be consulted to ensure appropriate outcomes can be
achieved.



9.           Limitations
Your attention is drawn to the document Limitations, which is included in Appendix C of this report. The
statements presented in this document are intended to advise you of what your realistic expectations of
this report should be, and to present you with recommendations on how to minimise the risks associated
with the services provided by Tectonic for this project.




Geo-environmental Investigation Proposed Residence
4 June 2025 | 25040-001-Rev1                                                                             24

Page 84

NoosalRiver

LEGEND

PROJECT sy APPROXIMATE BOREHOLE LOCATIONS

SUNSHINE BEACH NOOSA DEVELOPMENTS PTY LTD PROPOSED RESIDENCE
11 RAVENWOOD DRI OOSA HEADS

DRAWN BY
BC 24 5 ' DRA\ LE ES
CHECKED BY SITE PLAN BASEMAP COURTESY OF NEARMAP, DATED 21 JANUARY
MCC
PROJECT NO. DOC NO FIGURE NO REVISION
SCALE

CLIENT

 

Page 85

      Appendix A
      Borehole Logs & Explanatory Notes




Geo-environmental Investigation Proposed Residence
4 June 2025 | 25040-001-Rev1                         25

Page 86

                                                                                                                                                                                                                                                                                                                                                                                                                                          Borehole No.

                                                                                                                                                                                                                                                                                                                                                                                                                                             BH1
                                                                                                                                                                                                                                                                                                                                                                                                                                          Page 1 of 2

                                                                                                                                                                                                            Engineering Log - Borehole                                                                                                                                           Project No.:                      25040

                                                                                                                                                                                                                 Client:                                                 Sunshine Beach Noosa Developments Pty Ltd                                                               Commenced:                        18/2/2025
                                                                                                                                                                                                                 Project Name:                                           Proposed Residence                                                                                      Completed:                        18/2/2025
                                                                                                                                                                                                                 Hole Location:                                          11 Ravenwood Drive, Noosa Heads                                                                         Logged By:                        LC
                                                                                                                                                                                                                 Hole Position:                                          508415.0 m E 7081057.0 m N MGA2020 Zone 56                                                              Checked By:                       MCC
                                                                                                                                                                                                                 Drill Model and Mounting:                                              Hanjin DB8                                               Inclination: -90°               RL Surface:                 No survey
                                                                                                                                                                                                                 Hole Diameter:                                                         100 mm                                                   Bearing:     360°               Datum:                      AHD       Operator:     MK Drilling

                                                                                                                                                                                                                                   Drilling Information                                                                                                         Material Description and Observations




                                                                                                                                                                                                                                                                                                                                                                                          Relative Density
                                                                                                                                                                                                                                                                                                                   Classification                                                                                                   Piezometer
                                                                                                                                                                                                                     Penetration




                                                                                                                                                                                                                                                                                                                                                                                                               Pocket               Construction




                                                                                                                                                                                                                                                                                                                                                                                          Consistency
                                                                                                                                                                                                                                                                                                     Graphic Log


                                                                                                                                                                                                                                                                 Samples                                                                           Material Description
                                                                                                                                                                                                                                                                                                                                                                                                             Penetrometer




                                                                                                                                                                                                                                                                                                                                                                                          Condition
                                                                                                                                                                                                                                                                             Recovery




                                                                                                                                                                                                                                                                  Tests                                                              soil type: plasticity or particle characteristics,




                                                                                                                                                                                                                                                                                                                                                                                          Moisture
                                                                                                                                                                                                                                                                                                                                                                                                                UCS
                                                                                                                                                                                                                                                                                                                   Symbol
                                                                                                                                                                                                            Method




                                                                                                                                                                                                                                                                                                                                      secondary and minor components, colour
                                                                                                                                                                                                                                   Water




                                                                                                                                                                                                                                                                 Remarks                 RL Depth                                                                                                               (kPa)
                                                                                                                                                                                                                                                                                         (m) (m)




                                                                                                                                                                                                                                                                                                                                                                                                              100
                                                                                                                                                                                                                                                                                                                                                                                                              200
                                                                                                                                                                                                                                                                                                                                                                                                              300
                                                                                                                                                                                                                                                                                                                                                                                                              400
                                                                                                                                                                                                                                                                                                                                                                                                              500
                                                                                                                                                                                                                                                              ASS_0.0-4.0m                                                          Silty SAND (TOPSOIL), fine to medium                            VL
                                                                                                                                                                                                                                                              @0.25m_intervals                                                      grained, grey
                                                                                                                                                                                                                                                                                                                                    Silty SAND (FILL), fine to medium grained,
                                                                                                                                                                                                                                   Groundwater [email protected]




                                                                                                                                                                                                                                                                                                                                                                                                                                              Bentonite
                                                                                                                                                                                                                                                                                                                                    grey, dark grey, with organics                          M        L

                                                                                                                                                                                                                                                                                               1


                                                                                                                                                                                                                                                                                                                                    Gravelly Silty SAND (FILL), fine to coarse
                                                                                                                                                                                                                                                                                                                                                                                          M to
                                                                                                                                                                                                                                                              SPT                                                                   grained, grey brown, fine to coarse sized
                                                                                                                                                                                                                                                                                                                                                                                           W
                                                                                                                                                                                                                                                              4,11,12                                                               gravel, trace deleterious materials (e.g. metal,
                                                                                                                                                                                                                                                              N=23                                                                  pipe etc.)
                                                                                                                                                                                                            AD/T




                                                                                                                                                                                                                                   Groundwater [email protected]




                                                                                                                                                                                                                                                                                               2
                                                                                                                                                                                                                                                                                                                                                                                                   MD

                                                                                                                                                                                                                                                                                                                                                                                                                                              Sand



                                                                                                                                                                                                                                                                                               3
TECTONIC 3.00.2 LIB.GLB Log 1 TECTONIC BOREHOLE 25040.GPJ <<DrawingFile>> 10/3/2025 14:34 10.02.00.04 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 3.00.2 2021-03-30 Prj: Tectonic 3.00.2 2021-03-30




                                                                                                                                                                                                                                                              SPT                                                    SM             Silty SAND, fine to medium grained, brown,
                                                                                                                                                                                                                                                              1,3,5                                                                 (NATURAL)
                                                                                                                                                                                                                                                              N=8                                                                                                                           W
                                                                                                                                                                                                                                                                                                                                                                                                   L to
                                                                                                                                                                                                                                                                                                                                                                                                   MD


                                                                                                                                                                                                                                                                                               4
                                                                                                                                                                                                                                                              SPT                                                                   becoming pale grey to grey
                                                                                                                                                                                                                                                              3,6,7
                                                                                                                                                                                                                                                              N=13                                                                                                                                 MD


                                                                                                                                                                                                                                                                                                                     CH             Sandy CLAY, high plasticity, grey, fine to
                                                                                                                                                                                                                                                                                               5                                    medium grained sand                                    w>
                                                                                                                                                                                                                                                                                                                                                                                                     F       50
                                                                                                                                                                                                                                                                                                                                                                                           PL

                                                                                                                                                                                                                                                              U50_5.5-5.7m                                           SM             Silty SAND, fine to medium grained, grey
                                                                                                                                                                                                                                                              SPT
                                                                                                                                                                                                                                                              1,8,13
                                                                                                                                                                                                                                                              N=21                             6                                    becoming dark grey to dark brown

                                                                                                                                                                                                                                                                                                                                                                                                   MD
                                                                                                                                                                                                            RD




                                                                                                                                                                                                                                                                                               7
                                                                                                                                                                                                                                                              SPT
                                                                                                                                                                                                                                                              11,21,30                                                                                                                      W
                                                                                                                                                                                                                                                              N=51                                                                  tending to indurated sand

                                                                                                                                                                                                                                                                                                                                                                                                     D
                                                                                                                                                                                                                                                                                               8


                                                                                                                                                                                                                                                                                                                     SM             Indurated SAND, fine to coarse grained, dark
                                                                                                                                                                                                                                                              SPT                                                                   grey, weakly cemented
                                                                                                                                                                                                                                                                                                                                                                                                   VD
                                                                                                                                                                                                                                                              29,30/100mm
                                                                                                                                                                                                                                                              N*>60
                                                                                                                                                                                                                      Method                                                     Penetration                                        Water                   Samples and Tests                        Moisture Condition        Consistency/Relative Density
                                                                                                                                                                                                                 AD/T-Auger Drilling TC Bit                                               VE - Very Easy        Level (Date)                         U## - Undisturbed Sample (## mm)                    D - Dry                   VS - Very Soft
                                                                                                                                                                                                                 AD/V-Auger Drilling V Bit                                                E - Easy                                                   DS - Disturbed Sample                               M - Moist                 S - Soft
                                                                                                                                                                                                                 RT - Rotary Tri-cone Bit                                                                       Inflow                               BDS- Bulk Disturbed Sample                          W - Wet                   F - Firm
                                                                                                                                                                                                                 RD - Rotary Drilling                                                     F - Firm                                                   SPT - Standard Penetration Test                                               VSt - Very Stiff
                                                                                                                                                                                                                                                                                                                Partial Loss
                                                                                                                                                                                                                 NMLC -Rock Core                                                          H - Hard                                                                                                                                 H - Hard
                                                                                                                                                                                                                                                                                          VH - Very hard       Complete Loss
                                                                                                                                                                                                                 HA - Hand Auger                                                                                                                                                                             Plastic Limit         VL - Very Loose
                                                                                                                                                                                                                                                                                        Graphic Log/Core Loss                                                                                                                      L   - Loose
                                                                                                                                                                                                                                                                                                                                                            Classification Symbols                                < PL             MD - Medium Dense
                                                                                                                                                                                                                                                                                           Core recovered (hatching                                         and Soil Descriptions                                                  D - Dense
                                                                                                                                                                                                                                                                                           indicates material)                                                                                                    = PL
                                                                                                                                                                                                                                                                                                                                                             Based on Unified Soil                                < PL             VD - Very Dense
                                                                                                                                                                                                                                                                                           Core loss                                                         Classification System                                                 Fr - Friable

Page 87

                                                                                                                                                                                                                                                                                                                                                                                                                            Borehole No.

                                                                                                                                                                                                                                                                                                                                                                                                                               BH1
                                                                                                                                                                                                                                                                                                                                                                                                                            Page 2 of 2

                                                                                                                                                                                                            Engineering Log - Borehole                                                                                                                        Project No.:                           25040

                                                                                                                                                                                                                 Client:                              Sunshine Beach Noosa Developments Pty Ltd                                                               Commenced:                             18/2/2025
                                                                                                                                                                                                                 Project Name:                        Proposed Residence                                                                                      Completed:                             18/2/2025
                                                                                                                                                                                                                 Hole Location:                       11 Ravenwood Drive, Noosa Heads                                                                         Logged By:                             LC
                                                                                                                                                                                                                 Hole Position:                       508415.0 m E 7081057.0 m N MGA2020 Zone 56                                                              Checked By:                            MCC
                                                                                                                                                                                                                 Drill Model and Mounting:                           Hanjin DB8                                               Inclination: -90°               RL Surface:                 No survey
                                                                                                                                                                                                                 Hole Diameter:                                      100 mm                                                   Bearing:     360°               Datum:                      AHD       Operator:          MK Drilling

                                                                                                                                                                                                                                   Drilling Information                                                                                      Material Description and Observations




                                                                                                                                                                                                                                                                                                                                                                       Relative Density
                                                                                                                                                                                                                                                                                                Classification                                                                                                        Piezometer
                                                                                                                                                                                                                     Penetration




                                                                                                                                                                                                                                                                                                                                                                                            Pocket                    Construction




                                                                                                                                                                                                                                                                                                                                                                       Consistency
                                                                                                                                                                                                                                                                                  Graphic Log


                                                                                                                                                                                                                                              Samples                                                                           Material Description
                                                                                                                                                                                                                                                                                                                                                                                          Penetrometer




                                                                                                                                                                                                                                                                                                                                                                       Condition
                                                                                                                                                                                                                                                          Recovery




                                                                                                                                                                                                                                               Tests                                                              soil type: plasticity or particle characteristics,




                                                                                                                                                                                                                                                                                                                                                                       Moisture
                                                                                                                                                                                                                                                                                                                                                                                             UCS
                                                                                                                                                                                                                                                                                                Symbol
                                                                                                                                                                                                            Method




                                                                                                                                                                                                                                                                                                                   secondary and minor components, colour
                                                                                                                                                                                                                                   Water




                                                                                                                                                                                                                                              Remarks                 RL Depth                                                                                                               (kPa)
                                                                                                                                                                                                                                                                      (m) (m)




                                                                                                                                                                                                                                                                                                                                                                                           100
                                                                                                                                                                                                                                                                                                                                                                                           200
                                                                                                                                                                                                                                                                                                                                                                                           300
                                                                                                                                                                                                                                                                                                                                                                                           400
                                                                                                                                                                                                                                                                                                                                                                                           500
                                                                                                                                                                                                                                                                                                                 Silty SAND, fine to medium grained, dark
                                                                                                                                                                                                                                                                                                                 brown




                                                                                                                                                                                                                                                                           10
                                                                                                                                                                                                                                           SPT
                                                                                                                                                                                                                                           6,14,18
                                                                                                                                                                                                                                           N=32



                                                                                                                                                                                                                                                                           11
                                                                                                                                                                                                                                                                                                                                                                         W      VD


                                                                                                                                                                                                                                           SPT
                                                                                                                                                                                                                                           14,15,18                                                              becoming light brown
                                                                                                                                                                                                                                           N=33
                                                                                                                                                                                                                                                                           12
TECTONIC 3.00.2 LIB.GLB Log 1 TECTONIC BOREHOLE 25040.GPJ <<DrawingFile>> 10/3/2025 14:34 10.02.00.04 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 3.00.2 2021-03-30 Prj: Tectonic 3.00.2 2021-03-30

                                                                                                                                                                                                            RD




                                                                                                                                                                                                                                                                           13
                                                                                                                                                                                                                                           SPT
                                                                                                                                                                                                                                           7,5,2
                                                                                                                                                                                                                                           N=7                                                    CH             Sandy CLAY, high plasticity, grey, fine to                               50
                                                                                                                                                                                                                                                                                                                 medium grained sand                                                      70
                                                                                                                                                                                                                                                                                                                                                                                  F

                                                                                                                                                                                                                                                                           14
                                                                                                                                                                                                                                                                                                                 tending to silty clay

                                                                                                                                                                                                                                                                                                                                                                                 St        100

                                                                                                                                                                                                                                           SPT                                                                                                                                             120
                                                                                                                                                                                                                                           0,0,6                                                                                                                        w>                       200
                                                                                                                                                                                                                                           N=6                                                    CH             Sandy CLAY, high plasticity, grey to pale grey,        PL
                                                                                                                                                                                                                                                                           15                                    fine to coarse grained sand, (OLDER
                                                                                                                                                                                                                                                                                                                 ALLUVIUM)                                                      VSt


                                                                                                                                                                                                                                                                                                  CH             Silty CLAY, high plasticity, pale grey

                                                                                                                                                                                                                                                                           16                                                                                                    St
                                                                                                                                                                                                                                           SPT
                                                                                                                                                                                                                                           4,6,9                                                                                                                                           100

                                                                                                                                                                                                                                           N=15                                                                                                                                                150

                                                                                                                                                                                                                                                                                                                 Hole Terminated at 16.50 m
                                                                                                                                                                                                                                                                                                                 Target depth
                                                                                                                                                                                                                                                                           17




                                                                                                                                                                                                                      Method                                  Penetration                                        Water                   Samples and Tests                        Moisture Condition             Consistency/Relative Density
                                                                                                                                                                                                                 AD/T-Auger Drilling TC Bit                            VE - Very Easy        Level (Date)                         U## - Undisturbed Sample (## mm)                    D - Dry                        VS - Very Soft
                                                                                                                                                                                                                 AD/V-Auger Drilling V Bit                             E - Easy                                                   DS - Disturbed Sample                               M - Moist                      S - Soft
                                                                                                                                                                                                                 RT - Rotary Tri-cone Bit                                                    Inflow                               BDS- Bulk Disturbed Sample                          W - Wet                        F - Firm
                                                                                                                                                                                                                 RD - Rotary Drilling                                  F - Firm                                                   SPT - Standard Penetration Test                                                    VSt - Very Stiff
                                                                                                                                                                                                                                                                                             Partial Loss
                                                                                                                                                                                                                 NMLC -Rock Core                                       H - Hard                                                                                                                                      H - Hard
                                                                                                                                                                                                                                                                       VH - Very hard       Complete Loss
                                                                                                                                                                                                                 HA - Hand Auger                                                                                                                                                          Plastic Limit              VL - Very Loose
                                                                                                                                                                                                                                                                     Graphic Log/Core Loss                                                                                                                           L   - Loose
                                                                                                                                                                                                                                                                                                                                         Classification Symbols                                  < PL                MD - Medium Dense
                                                                                                                                                                                                                                                                        Core recovered (hatching                                         and Soil Descriptions                                                       D - Dense
                                                                                                                                                                                                                                                                        indicates material)                                                                                                      = PL
                                                                                                                                                                                                                                                                                                                                          Based on Unified Soil                                  < PL                VD - Very Dense
                                                                                                                                                                                                                                                                        Core loss                                                         Classification System                                                      Fr - Friable

Page 88

                                                                                                                                                                                                                                                                                                                                                                                                                                                 Borehole No.

                                                                                                                                                                                                                                                                                                                                                                                                                                                    BH2
                                                                                                                                                                                                                                                                                                                                                                                                                                                Page 1 of 2

                                                                                                                                                                                                            Engineering Log - Borehole                                                                                                                                           Project No.:                      25040

                                                                                                                                                                                                                 Client:                                               Sunshine Beach Noosa Developments Pty Ltd                                                                 Commenced:                        18/2/2025
                                                                                                                                                                                                                 Project Name:                                         Proposed Residence                                                                                        Completed:                        18/2/2025
                                                                                                                                                                                                                 Hole Location:                                        11 Ravenwood Drive, Noosa Heads                                                                           Logged By:                        LC
                                                                                                                                                                                                                 Hole Position:                                        508398.0 m E 7081055.0 m N MGA2020 Zone 56                                                                Checked By:                       MCC
                                                                                                                                                                                                                 Drill Model and Mounting:                                              Hanjin DB8                                               Inclination: -90°               RL Surface:                 No survey
                                                                                                                                                                                                                 Hole Diameter:                                                         100 mm                                                   Bearing:     360°               Datum:                      AHD       Operator:            MK Drilling

                                                                                                                                                                                                                                   Drilling Information                                                                                                         Material Description and Observations




                                                                                                                                                                                                                                                                                                                                                                                          Relative Density
                                                                                                                                                                                                                                                                                                                   Classification
                                                                                                                                                                                                                                                                                                                                                                                                                                  Shear
                                                                                                                                                                                                                     Penetration




                                                                                                                                                                                                                                                                                                                                                                                                               Pocket




                                                                                                                                                                                                                                                                                                                                                                                          Consistency
                                                                                                                                                                                                                                                                                                     Graphic Log


                                                                                                                                                                                                                                                                 Samples                                                                           Material Description                                                                          Structure and
                                                                                                                                                                                                                                                                                                                                                                                                             Penetrometer         Vane




                                                                                                                                                                                                                                                                                                                                                                                          Condition
                                                                                                                                                                                                                                                                             Recovery




                                                                                                                                                                                                                                                                  Tests                                                              soil type: plasticity or particle characteristics,                                                            Additional




                                                                                                                                                                                                                                                                                                                                                                                          Moisture
                                                                                                                                                                                                                                                                                                                                                                                                                UCS                Test
                                                                                                                                                                                                                                                                                                                   Symbol
                                                                                                                                                                                                            Method




                                                                                                                                                                                                                                                                                                                                      secondary and minor components, colour                                                                     Observations
                                                                                                                                                                                                                                   Water




                                                                                                                                                                                                                                                                 Remarks                 RL Depth                                                                                                               (kPa)             (kPa)
                                                                                                                                                                                                                                                                                         (m) (m)




                                                                                                                                                                                                                                                                                                                                                                                                              100
                                                                                                                                                                                                                                                                                                                                                                                                              200
                                                                                                                                                                                                                                                                                                                                                                                                              300
                                                                                                                                                                                                                                                                                                                                                                                                              400
                                                                                                                                                                                                                                                                                                                                                                                                              500
                                                                                                                                                                                                                                                                                                                                                                                                                             50 100150200
                                                                                                                                                                                                                                                              ASS_0.0-4.0                                                           Silty SAND (TOPSOIL), fine to medium                            VL                                      0.00: TOPSOIL
                                                                                                                                                                                                                                                              @0.25m_intervals                                                      grained, grey                                                                                           0.10: FILL

                                                                                                                                                                                                                                                                                                                                    Silty SAND (FILL), fine to medium grained,
                                                                                                                                                                                                                                                                                                                                    grey
                                                                                                                                                                                                                                   Slight [email protected]




                                                                                                                                                                                                                                                                                               1                                                                                            M
                                                                                                                                                                                                                                                                                                                                    trace fine to coarse sized gravel, trace
                                                                                                                                                                                                                                                                                                                                    cobbles up to 60mm

                                                                                                                                                                                                                                                              SPT                                                                   with organics
                                                                                                                                                                                                                                                              3,2,2
                                                                                                                                                                                                                                                              N=4
                                                                                                                                                                                                                                                                                               2                                                                                                     L

                                                                                                                                                                                                                                                                                                                     SM             Silty SAND, fine to medium grained, brown to                                                            2.30: NATURAL
                                                                                                                                                                                                                                                                                                                                    pale brown
                                                                                                                                                                                                                                   Groundwater [email protected]




                                                                                                                                                                                                                                                                                               3
TECTONIC 3.00.2 LIB.GLB Log 1 TECTONIC BOREHOLE 25040.GPJ <<DrawingFile>> 10/3/2025 14:34 10.02.00.04 Datgel Lab and In Situ Tool - DGD | Lib: Tectonic 3.00.2 2021-03-30 Prj: Tectonic 3.00.2 2021-03-30




                                                                                                                                                                                                                                                              SPT
                                                                                                                                                                                                                                                              1,3,3
                                                                                                                                                                                                                                                              N=6
                                                                                                                                                                                                                                                                                                                                                                                            W
                                                                                                                                                                                                            AD/T




                                                                                                                                                                                                                                                                                               4
                                                                                                                                                                                                                                                              SPT                                                    SP             SAND, fine to medium grained, pale grey
                                                                                                                                                                                                                                                              1,3,5
                                                                                                                                                                                                                                                              N=8                                                                                                                                  L to
                                                                                                                                                                                                                                                                                                                                                                                                   MD


                                                                                                                                                                                                                                                                                                                     CH             Silty CLAY, high plasticity, brown, trace fine         w=                50              40
                                                                                                                                                                                                                                                                                               5                                    grained sand                                                     F
                                                                                                                                                                                                                                                              U50_5.0-5.5m                                                                                                                 PL
                                                                                                                                                                                                                                                                                                                     SM             Silty SAND, fine to medium grained, dark
                                                                                                                                                                                                                                                                                                                                    brown
                                                                                                                                                                                                                                                              SPT
                                                                                                                                                                                                                                                              6,13,8                                                                tending to indurated sand
                                                                                                                                                                                                                                                              N=21
                                                                                                                                                                                                                                                                                               6
                                                                                                                                                                                                                                                                                                                                                                                            W      MD




                                                                                                                                                                                                                                                                                               7
                                                                                                                                                                                                                                                              SPT
                                                                                                                                                                                                                                                              13,30,30/110mm
                                                                                                                                                                                                                                                              N*>60                                                  SM             Indurated SAND, fine to medium grained, dark
                                                                                                                                                                                                                                                                                                                                    brown, weakly cemented



                                                                                                                                                                                                                                                                                               8
                                                                                                                                                                                                                                                                                                                                                                                            M      VD
                                                                                                                                                                                                            RD




                                                                                                                                                                                                                                                              SPT
                                                                                                                                                                                                                                                              19,30,30/140mm
                                                                                                                                                                                                                                                              N*>60
                                                                                                                                                                                                                      Method                                                     Penetration                                        Water                   Samples and Tests                        Moisture Condition              Consistency/Relative Density
                                                                                                                                                                                                                 AD/T-Auger Drilling TC Bit                                               VE - Very Easy        Level (Date)                         U## - Undisturbed Sample (## mm)                    D - Dry                         VS - Very Soft
                                                                                                                                                                                                                 AD/V-Auger Drilling V Bit                                                E - Easy                                                   DS - Disturbed Sample                               M - Moist                       S - Soft
                                                                                                                                                                                                                 RT - Rotary Tri-cone Bit                                                                       Inflow                               BDS- Bulk Disturbed Sample                          W - Wet                         F - Firm
                                                                                                                                                                                                                 RD - Rotary Drilling                                                     F - Firm                                                   SPT - Standard Penetration Test                                                     VSt - Very Stiff
                                                                                                                                                                                                                                                                                                                Partial Loss
                                                                                                                                                                                                                 NMLC -Rock Core                                                          H - Hard                                                                                                                                       H - Hard
                                                                                                                                                                                                                                                                                          VH - Very hard       Complete Loss
                                                                                                                                                                                                                 HA - Hand Auger                                                                                                                                                                             Plastic Limit               VL - Very Loose
                                                                                                                                                                                                                                                                                        Graphic Log/Core Loss                                                                                                                            L   - Loose
                                                                                                                                                                                                                                                                                                                                                            Classification Symbols                                < PL                   MD - Medium Dense
                                                                                                                                                                                                                                                                                           Core recovered (hatching                                         and Soil Descriptions                                                        D - Dense
                                                                                                                                                                                                                                                                                           indicates material)                                                                                                    = PL
                                                                                                                                                                                                                                                                                                                                                             Based on Unified Soil                                < PL                   VD - Very Dense
                                                                                                                                                                                                                                                                                           Core loss                                                         Classification System                                                       Fr - Friable

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