Response to outstanding issues - ADG1786.25 Dewatering Management Plan_Rev1_07.10.25-compressed · MCU25/0020

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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

 

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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