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Dewatering Management Plan
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ADG Consulting Pty Ltd All Correspondence
ACN: 630 555 225 PO Box 6405
ABN: 98 630 555 225 Yatala DC QLD 4207
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E [email protected]
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Dewatering Management Plan
Proposed Residential Development:
Lot 2 on SP281580, 11 Ravenwood Dr, Noosa Heads, Queensland
February 2025
Prepared for:
Sunshine Beach Noosa Developments Pty Ltd
Acid Sulfate Soil Assessment On‐site Wastewater Management Contaminated Land Assessment & Remediation
Dewatering Management Environmental Management Plans Surface & Groundwater Investigation & Monitoring
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Report details
Project ref: ADG1786.25
ADG Project Contact: Michael Campbell
Report title: Dewatering Management Plan
Proposed Residential Development:
Lot 2 on SP281580, 11 Ravenwood Dr, Noosa Heads, Queensland
Version: Rev0
Author(s): MC
Reviewer: Michael Campbell
Client: Sunshine Beach Noosa Developments Pty Ltd
Client contact: Michael Wilkes
Distribution date: 20 February 2025
Distributed to: Sunshine Beach Noosa Developments Pty Ltd
Copies: 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: 20 February 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 OBJECTIVES 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 SOILS 4
3.1.2 GROUNDWATER 4
3.2 STA CONSULTING ENGINEERS 2016 4
3.3 GROUNDWATER QUALITY 5
4 WATER QUALITY OBJECTIVES 6
4.1 RECEIVING ENVIRONMENT 6
4.2 DEVELOPMENT OF WATER QUALITY OBJECTIVES 6
4.3 PROPOSED WATER QUALITY OBJECTIVES 7
5 DEWATERING METHODOLOGY 9
5.1 BASEMENT EXCAVATION AND SHORING 9
5.2 GROUNDWATER EXTRACTION 9
5.3 EXTRACTION/DISCHARGE RATES AND VOLUME 9
5.3.1 DEWATERING EXTRACTION CALCULATION BASED ON SUBSURFACE SOIL PROFILE 9
5.4 DEWATERING DURATION 10
5.5 GROUNDWATER DRAWDOWN 10
5.6 GROUNDWATER TREATMENT 11
5.7 NOMINATED HOLD POINTS 11
6 WATER QUALITY MANAGEMENT 12
6.1 RESPONSIBILITY 12
6.2 OPERATIONAL POLICY 12
6.3 PERFORMANCE CRITERIA 12
6.4 IMPLEMENTATION STRATEGY 12
6.4.1 GROUNDWATER TREATMENT SYSTEMS 12
6.4.2 DEWATERING STRATEGY 13
6.4.3 INITIAL PUMP‐OUT 13
6.5 MONITORING 13
6.5.1 VISUAL MONITORING 13
6.5.2 WATER QUALITY MONITORING 13
6.5.3 MONITORING RESPONSIBILITIES 14
6.6 MAINTENANCE 15
6.7 REPORTING 15
6.8 CONTINGENCIES 15
7 NOISE & ODOUR MANAGEMENT 17
7.1 RESPONSIBILITY 17
7.2 OPERATIONAL POLICY 17
7.3 PERFORMANCE CRITERIA 17
7.4 IMPLEMENTATION STRATEGY 17
7.4.1 NOISE 17
7.4.2 ODOUR 17
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7.5 MONITORING 17
7.6 REPORTING 18
7.7 CONTINGENCIES 18
8 LIMITATIONS 19
9 REFERENCES 20
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.
1.1 Proposed development
The proposed development comprises the construction of a two‐storey residential dwelling over a single‐
level in‐ground basement on the 622 m2 site. Supplied information indicates that excavations to facilitate
the basement construction will extend to a maximum of approximately 3.8 m below ground level (bgl) to
approximately RL‐1.4 m Australian Height Datum (AHD; assuming local existing surface levels of around
2.4 m AHD and a basement slab in the order of 0.35 to 0.4 m thickness). Localised deeper excavations
may 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 historically recorded at a depth of approximately 2.1 mbgl (equating to an
approximate elevation of approximately 0.3 m AHD), during preliminary geotechnical investigations on
the site (Global 2016). 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 0.5 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”.
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
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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:
A desktop study including:
1. Review of the development proposal and proposed shoring/dewatering designs.
2. Review of geology and soil maps for the area.
3. Search of groundwater bores licensed by the Department of Local Government, Water and
Volunteers (DLGWV) within a 200 m radius of the site.
4. Review of relevant existing reports and groundwater data from the local area.
5. 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 m2 and is shown in Figure 1, Appendix A.
2.2 Surrounding environment
The surrounding environment and land use is described briefly in Error! Reference source not found..
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:
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, Preliminary Concept, design plan set. Chris Clout Design. 4 February 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 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.
3.1.1 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.
3.1.2 Groundwater
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.
3.2 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.
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No additional relevant information can be summarised from this report in relation to the dewatering
operations for the project.
3.3 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 µS/cm to
48,000 µS/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.
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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environmental harm unless the person takes all reasonable and practicable measures to prevent or
minimise the harm”.
4.3 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 – 8.51
Dissolved oxygen (% saturation) ≥802
Suspended solids (mg/L) ≤501,2
Turbidity (NTU) ≤502
Litter None visible
Totals metals (µg/L)
Aluminium No ANZG criteria / 2003
Iron No ANZG criteria / 3003
Table notes:
1. QWQG 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 – 1051
Suspended solids (mg/L) ≤141
Turbidity (NTU) ≤61
Dissolved metals (µg/L)
Aluminium No relevant ANZG criteria available
Arsenic 2.32*
Cadmium 5.52
Chromium 4.42
Copper 1.32
Iron No relevant ANZG criteria available
Lead 4.42
Nickel 702
Zinc 82
Mercury 0.42
Totals metals (µg/L)
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Parameter Criteria
Aluminium No ANZG criteria / 2003
Iron No ANZG criteria / 3003
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.
* = Insufficient data to derive a reliable trigger value. Low reliability value adopted (refer ANZECC/ARMCANZ (2000) Section
8.3.7.
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 aluminium or iron 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 Dewatering methodology
5.1 Basement excavation and shoring
It is understood that the excavation/basement perimeter will be stabilised along the perimeter of the
basement excavations using anchored interlocking steel sheet piles and/or contiguous soldier pile wall.
Excavations to facilitate the basement construction will extend to a maximum of approximately 3.8 m
below ground level (bgl) to approximately RL‐1.4 m Australian Height Datum (AHD; assuming local
existing surface levels of around 2.4 m AHD and a basement slab in the order of 0.35 to 0.4 m thickness).
Localised deeper excavations may 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 historically recorded at a depth of approximately 2.1 mbgl (equating to an
approximate elevation of approximately 0.3 m AHD), during preliminary geotechnical investigations on
the site (Global 2016). 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 1.0 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.
5.2 Groundwater extraction
Dewatering is anticipated to be undertaken using a series of 6.0 m length, 40 mm diameter PVC spears
installed to 6.0 m in depth 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 2.7 m to around ‐2.4 m AHD. It is expected that
the cone of depression in the standing groundwater table will be predominantly limited to within the site
boundaries.
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.
5.3 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 (as provided by SCG) 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 = 2.7 m
Approximate depth of saturated aquifer = 10 m (standardised conservative value applied)
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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) 11
Dewatering radius of influence (m) 79
Discharge rate (L/sec) 7
Discharge rate (L/hr) 25,200
Establishment of cone of depression (hours) 111
Based on the above inputs, a groundwater flow rate of approximately 7 L/sec or 420 L/min or 25,200 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 8 to 10 L/sec, as a contingency against higher than anticipated
flow rates exceeding the estimated 7 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. steel sheet pile or 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).
5.4 Dewatering duration
Dewatering will be necessary throughout the basement construction phase, which is expected to require
dewatering for approximately 8 to 12 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.
5.5 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
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extracted untreated groundwater will be undertaken to detect potential in‐situ oxidation, as required
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 8 to 10 L/sec, as a contingency against
higher than anticipated flow rates exceeding the estimated 7 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:
1. A baffled treatment tank with 5 kL minimum capacity
2. Automated in‐line chemical dosing systems for the addition of buffering solutions and coagulants
3. A filtration system to reduce fine particulates (if required)
4. Emergency response alarms for non‐routine situations.
Based on the estimated extraction rate, this system will provide approximately twelve 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 25,200 L/hr (equivalent 420 L/min) from Section 5.3.1 of
this Report, one sedimentation tank will provide approximately fifty‐four 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 0.45µm 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 0.45µm 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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Table 5 Monitoring responsibilities
Activity Frequency Responsibility Person
Monitoring of field parameters in discharge water Daily Site Manager Site Manager
Monitoring of field parameters in discharge Environmental Environmental
Weekly Consultant
water, receiving waters and background waters Consultant
Laboratory analysis of samples recovered from Environmental Environmental
Weekly Consultant
discharge water and receiving waters 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
6.6 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.
6.7 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:
A summary 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.
A dewatering 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.
6.8 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 screens may 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 20 February 2025.
<https://www.wa.gov.au/service/environment/cone‐of‐depression‐calculator>
NHMRC. 2018. Guidelines for Managing Risks in Recreational Water. Australian Government, National
Health and Medical Research Council.
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Appendix A: Figures
Figure 1 Site and proposed monitoring locations
ADG1786.25 Dewatering Management Plan_Rev0_20.02.25
Page 26
Figure 1 - Site and proposed monitoring locations (to be confirmed) A product of
Lot 2 on SP281580, 11 Ravenwood Dr, Noosa Heads,
26°23'22"S 153°4'55"E 26°23'22"S 153°5'12"E
Legend located on next page
0 25 metres
Scale: 1:1500
Printed at: A3
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
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 27
Legend Attribution
Includes material © State of Queensland (Department of Resources); ©
Places: Land parcel Tunnels Commonwealth of Australia (Geoscience Australia); © 21AT, © Earth-i, all rights
reserved, 2025.
2SP281580
© State of Queensland (Department of Resources) 2023
Places: My Places(1)
© State of Queensland (Department of Natural Resources and Mines,
Site Discharge Manufacturing and Regional and Rural Development) 2024
Receiving Waters
This data were created by Geoscience Australia and are subject to
Background Waters Commonwealth of Australia Copyright.
Railway stations
Railways
Roads and tracks
Motorway
Highway
Secondary
Connector
Local
Restricted Access Road
Mall
Busway
Bikeway
Restricted Access
Bikeway
Walkway
Restricted Access
Walkway
Non-vehicular Track
Track
Restricted Access Track
Ferry
Proposed Thoroughfare
Green bridges
Bridges
Page 28
ADG Consulting Pty Ltd Appendix B: DRDMW licenced bore search ADG1786.25 Dewatering Management Plan_Rev0_20.02.25
Page 29
Licenced bore search A product of
200 m radius
26°23'15"S 153°4'49"E 26°23'15"S 153°5'20"E
Legend located on next page
0 50 metres
Scale: 1:2856
Printed at: A3
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
Department of Natural Resources and Mines, Manufacturing, and Regional
26°23'36"S 153°4'49"E 26°23'36"S 153°5'20"E and Rural Development
Page 30
Licenced bore search
200 m radius
Legend Attribution
Includes material © State of Queensland (Department of Resources); ©
Registered water bores Roads and tracks Commonwealth of Australia (Geoscience Australia); © 21AT, © Earth-i, all rights
reserved, 2025.
[RDMW and private] Motorway
Artesian bore © State of Queensland (Department of Resources) 2023
Highway
Artesian bore © State of Queensland (Department of Natural Resources and Mines,
Secondary
(abandoned but useable) Manufacturing and Regional and Rural Development) 2024
Connector
Artesian bore © State of Queensland (Regional Development, Manufacturing and Water) 2022
(abandoned and Local
This data were created by Geoscience Australia and are subject to
destroyed)
Restricted Access Road Commonwealth of Australia Copyright.
Artesian bore, ceased to
flow Mall
Artesian bore, ceased to Busway
flow (abandoned but
Bikeway
useable
Restricted Access
Artesian bore, ceased to
Bikeway
flow (abandoned and
destroyed) Walkway
Sub-artesian facility Restricted Access
Walkway
Sub-artesian facility
(abandoned but useable) Non-vehicular Track
Sub-artesian facility Track
(abandoned and
Restricted Access Track
destroyed)
Ferry
Surface water facility
Proposed Thoroughfare
Surface water facility
(abandoned but useable)
Railways
Surface water facility
(abandoned and
destroyed)
Places: Land parcel
2SP281580
Places: My Places(1)
My Place 1
Green bridges
Bridges
Tunnels
Railway stations
Page 31
ADG Consulting Pty Ltd Appendix C: Architectural Drawings ADG1786.25 Dewatering Management Plan_Rev0_20.02.25
Page 32
RIVER OASIS
CLIENT NAME: DES WOOD PROJECT NAME: R i v e r O a s i s
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: OFFICE 1/20 DUKE STREET
dimensions on site prior to commencing works. Site location in accordance with
SUNSHINE BEACH, QLD 4567
engineers details. These drawings are to be read in conjunction with engineers design
DRAWING TITLE:COVER
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE:04/02/25 SCALE: @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C0.0
Page 33
KEY: AREAS:
COUNCIL GFA:
AW AWNING WINDOW FP FIXED PANEL SLD SLIDING DOOR BASEMENT FLOOR: 37.8m2
B BATH FR FRIDGE SLW SLIDING WINDOW GROUND FLOOR: 180.9m2
BBQ BARBEQUE FRZ FREEZER V VANITY BASIN UPPER FLOOR: 169.1m2
BD BIDET L LOUVRE WC TOILET GFA= 387.8m2
BFD BI-FOLD DOOR N NICHE
SITE = 236.7m2 / 622m2
BFW
CBD
CO
BI-FOLD WINDOW
CUPBOARD
COFFEE MACHINE
OV
P
S
OVEN
PANTRY
SINK
SITE COVER = 38.0%
SOFT LANDSCAPED AREA:
NORTH
CT COOK TOP SH SHOWER 172.5m2 / 622m2= 27.7%
7 RAVENWOOD DR
WEYBE CREEK
9 RAVENWOOD DR
153
8
8 RAVENWOOD DR
203
213
2
3
03
21
11 RAVENWOOD DR
RA
15
00
20
VE
00
NW
OO
10 RAVENWOOD DR
DD
RIV
E
13 RAVENWOOD DR
12 RAVENWOOD DR 15 MOSSMAN CT
CLIENT NAME: DES WOOD PROJECT NAME: R i v e r O a s i s
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: OFFICE 1/20 DUKE STREET
dimensions on site prior to commencing works. Site location in accordance with
SUNSHINE BEACH, QLD 4567
engineers details. These drawings are to be read in conjunction with engineers design
DRAWING TITLE:AERIAL PLAN
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE:04/02/25 SCALE: As indicated @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C0.1
Page 34
KEY: AREAS:
COUNCIL GFA:
AWNING WINDOW FP FIXED PANEL SLD SLIDING DOOR BASEMENT FLOOR: 37.8m2
AW
B BATH FR FRIDGE SLW SLIDING WINDOW GROUND FLOOR: 180.9m2 NO
BBQ BARBEQUE FRZ FREEZER V VANITY BASIN UPPER FLOOR: 169.1m2
GFA= 387.8m2 RT
BD
BFD
BFW
BIDET
BI-FOLD DOOR
BI-FOLD WINDOW
L
N
OV
LOUVRE
NICHE
OVEN
WC TOILET
SITE = 236.7m2 / 622m2
H CONFIRM SEWER MANHOLE
LOCATION; MAINTAIN A MINIMUM
CBD CUPBOARD P PANTRY SITE COVER = 38.0% 5 DISTANCE OF 1500MM FROM THE
CO COFFEE MACHINE S SINK SOFT LANDSCAPED AREA: 3 4 CENTER OF THE MANHOLE.
RL2.0
RL1.9
RL1.8
RL2.1
172.5m2 / 622m2= 27.7%
RL1.7
RL1.3
RL1.6
RL2.4
RL1.5
RL1.2
RL1.4
RL2.3
RL2.2
RL2.3
CT COOK TOP SH SHOWER C3.2
C3.1 C3.1
241°17' 00''
31.260 STREET
PARKING
1500
GARDEN
2000
137° 85
3.2
58' 4
1.5m SIDE SETBACK
0''
2.0m SIDE SETBACK
LINE OF EXISTING
CROSSOVER
2103
1
C3.0
FLAT ROOF
6000
CANAL
LINE OF EXISTING
CROSSOVER
POND
2.0m REAR SETBACK
RAVENWOOD DRIVE
6.0m FRONT SETBACK
SKYLIGHT
331° 17' 00''
JETTY
OPENING
21.123
150° 58' 50''
15.944
SKYLIGHT STREET
PARKING
POND
GARDEN
POOL BELOW
PLANTER
POND
GATE HOUSE
BELOW
2033 SKYLIGHT OPENING PLANTER
2
1533
C3.0
POND
2.0m SIDE SETBACK
1538
2032
1.5m SIDE SETBACK
74°1
5' 0 2133 GARDEN
3.082 0'' GARDEN
63°59' 40''
27.447
LOT 2 ON SP281580
11 RAVENWOOD DRIVE, NOOSA
HEADS QLD 4567
AREA: 622m²
CLIENT NAME: DES WOOD PROJECT NAME: R i v e r O a s i s
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: OFFICE 1/20 DUKE STREET
dimensions on site prior to commencing works. Site location in accordance with
SUNSHINE BEACH, QLD 4567
engineers details. These drawings are to be read in conjunction with engineers design
DRAWING TITLE: SITE & ROOF PLAN
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE:04/02/25 SCALE: 1 : 100 @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C1.0
Page 35
KEY: AREAS:
COUNCIL GFA:
AWNING WINDOW FP FIXED PANEL SLD SLIDING DOOR BASEMENT FLOOR: 37.8m2
AW
B BATH FR FRIDGE SLW SLIDING WINDOW GROUND FLOOR: 180.9m2 NO
BBQ BARBEQUE FRZ FREEZER V VANITY BASIN UPPER FLOOR: 169.1m2
GFA= 387.8m2 RT
BD
BFD
BFW
BIDET
BI-FOLD DOOR
BI-FOLD WINDOW
L
N
OV
LOUVRE
NICHE
OVEN
WC TOILET
SITE = 236.7m2 / 622m2
H CONFIRM SEWER MANHOLE
LOCATION; MAINTAIN A MINIMUM
CBD CUPBOARD P PANTRY SITE COVER = 38.0% 5 DISTANCE OF 1500MM FROM THE
CO COFFEE MACHINE S SINK SOFT LANDSCAPED AREA: 3 4 CENTER OF THE MANHOLE.
CT COOK TOP SH SHOWER 172.5m2 / 622m2= 27.7%
C3.1 C3.1 C3.2
241°17' 00''
31.260
1500
137° 85
3.2
58' 4
1.5m SIDE SETBACK
0''
2.0m SIDE SETBACK
0
SERVICES
45
6.5 X 1.3
90 210
PILES
0
0
300
WATER
30
60
2000 PROOFING
BLOCK WORK
90 6200 2060
6000
6000
5 CAR GARAGE 1
3400
15.2 x 11.6 CARLIFT
6.2 x 3.35 C3.0
160 90
CANAL
LIFT
SERVICES 1.5 x 1.5
4.6 X 1.5
GLASS
DOOR
CELLAR
2.0m REAR SETBACK
10940
FOYER UP
RAVENWOOD DRIVE
WATER FEATURE
6.0m FRONT SETBACK
331° 17' 00''
8.2 x 4.6
5600
21.123
150° 58' 50''
15.944
17 LAUNDRY /
GLASS WALL
16 SERVICES /
15 1
STORE
14 2 3000
2.2 X 11.0
13 3
12 4
11 5
10 9 6
8 7
GLASS WALL GLASS WALL
GLASS GLASS
DOOR DOOR
SAUNA
1.8 x 1.55
POOL ABOVE MIRROR GYM
GAMES AND BAR
GYM WC
4630
BAR 7.4 x 4.6
5.7 x 4.6
4.3 x 4.6 2
BATHV
1.4 x 2.9
C3.0
NCC 2022
TOILET
SH
2.0m SIDE SETBACK
1225
1538
74°1 1.5m SIDE SETBACK
5' 0 BUILDING OVER
3.082 0''
63°59' 40''
27.447
LOT 2 ON SP281580
11 RAVENWOOD DRIVE, NOOSA
HEADS QLD 4567
AREA: 622m²
CLIENT NAME: DES WOOD PROJECT NAME: R i v e r O a s i s
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: OFFICE 1/20 DUKE STREET
dimensions on site prior to commencing works. Site location in accordance with
SUNSHINE BEACH, QLD 4567
engineers details. These drawings are to be read in conjunction with engineers design
DRAWING TITLE: BASEMENT FLOOR PLAN
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE:04/02/25 SCALE: 1 : 100 @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C1.1
Page 36
KEY: AREAS:
COUNCIL GFA:
AWNING WINDOW FP FIXED PANEL SLD SLIDING DOOR BASEMENT FLOOR: 37.8m2
AW
B BATH FR FRIDGE SLW SLIDING WINDOW GROUND FLOOR: 180.9m2 NO
BBQ BARBEQUE FRZ FREEZER V VANITY BASIN UPPER FLOOR: 169.1m2
GFA= 387.8m2 RT
BD
BFD
BFW
BIDET
BI-FOLD DOOR
BI-FOLD WINDOW
L
N
OV
LOUVRE
NICHE
OVEN
WC TOILET
SITE = 236.7m2 / 622m2
H CONFIRM SEWER MANHOLE
LOCATION; MAINTAIN A MINIMUM
CBD CUPBOARD P PANTRY SITE COVER = 38.0% 5 DISTANCE OF 1500MM FROM THE
CO COFFEE MACHINE S SINK SOFT LANDSCAPED AREA: 3 4 CENTER OF THE MANHOLE.
CT COOK TOP SH SHOWER 172.5m2 / 622m2= 27.7%
C3.1 C3.1 C3.2
241°17' 00''
31.260 STREET
EXISTING FENCE
OUTDOOR SHOWER PARKING
1500
137° 85 1500 EXISTING MAN HOLE
SEWER TBC
GARDEN 1.5M OFFSET
3.2
58' 4
BALUSTRADE 1.5m SIDE SETBACK
SLD SLD
TV/FIREPLACE L
0''
1 2 3 4 5 2.0m SIDE SETBACK
L
PANTRY OVERFLOW LINE
8.0 x 1.6
5815
OFFSET FROM 1.5M
90
3703 SETBACK WHICH ALLOWS
FOR 450 PILING, 600
CT WATERPROOFING ZONE
AND 300 BLOCKWORK
SLIDING GATE
LIVING DINING KITCHEN 6200 260
5.5m x 6.3 3.3 x 6.3 3.2 x 6.3 STUDY
1
3400
1.7 x 2.8
CARLIFT
6000
6.2 x 3.35 C3.0
DN FRZ
BF
DRIVEWAY
D FR
90
WALL HERE
FOR
CANAL
70
CURTAINS TO LIFT PDR
1519
STACK
15
SLD
1320
TERRACE FP
SMALLER
2.1M GLASS DOOR
POOL FENCE 1880 1200 1410
DOOR?
GATE
2.0m REAR SETBACK
1800
PLANTER ENTRY
TURN SPIRAL? 4.9 x 4.6
RAVENWOOD DRIVE
UP
6.0m FRONT SETBACK
331° 17' 00''
JETTY PLANTER
21.123
SLIDING GATE TRACK
150° 58' 50''
LAWN DN
15.944
DAY BED DAY BED 17 STREET
COCONUT 16 UP PARKING
6050
PALM
15 1
GARDEN
14 2
POND SPA 13 3 FP
1.7 x 1.7 12 4
11 5 PLANTER
COCONUT 0.9 VOID 10 9 6
PALM 8 7
Y
0.5
RA
ET
DG
POND
TE
OUTDOOR
WE
ENTERTAINING 6600
POOL 9.5 x 5.5
SLD
SLD
1533 FAMILY GATE
STACK 5.5 x 4.5 PLANTER UP HOUSE
CURTAINS STACK 2
2033 HERE CURTAINS
COCONUT
PALM HERE C3.0
S 0.3
G ATE
TV BBQ
L TV L
1.5
2.0m SIDE SETBACK
1538
1.5m SIDE SETBACK
74°1
5' 0 2146 GARDEN
3.082 0''
OUTDOOR SHOWER GARDEN
EXISTING FENCE
63°59' 40''
27.447
LOT 2 ON SP281580
11 RAVENWOOD DRIVE, NOOSA
HEADS QLD 4567
AREA: 622m²
CLIENT NAME: DES WOOD PROJECT NAME: R i v e r O a s i s
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: OFFICE 1/20 DUKE STREET
dimensions on site prior to commencing works. Site location in accordance with
SUNSHINE BEACH, QLD 4567
engineers details. These drawings are to be read in conjunction with engineers design
DRAWING TITLE: GROUND FLOOR PLAN
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE:04/02/25 SCALE: 1 : 100 @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C1.2
Page 37
KEY: AREAS:
COUNCIL GFA:
AWNING WINDOW FP FIXED PANEL SLD SLIDING DOOR BASEMENT FLOOR: 37.8m2
AW
B BATH FR FRIDGE SLW SLIDING WINDOW GROUND FLOOR: 180.9m2 NO
BBQ BARBEQUE FRZ FREEZER V VANITY BASIN UPPER FLOOR: 169.1m2
GFA= 387.8m2 RT
BD
BFD
BFW
BIDET
BI-FOLD DOOR
BI-FOLD WINDOW
L
N
OV
LOUVRE
NICHE
OVEN
WC TOILET
SITE = 236.7m2 / 622m2
H CONFIRM SEWER MANHOLE
LOCATION; MAINTAIN A MINIMUM
CBD CUPBOARD P PANTRY SITE COVER = 38.0% 5 DISTANCE OF 1500MM FROM THE
CO COFFEE MACHINE S SINK SOFT LANDSCAPED AREA: 3 4 CENTER OF THE MANHOLE.
CT COOK TOP SH SHOWER 172.5m2 / 622m2= 27.7%
C3.1 C3.1 C3.2
241°17' 00''
31.260
2000
137° 85
3.2
58' 4
1.5m SIDE SETBACK
PLANTER
0''
2.0m SIDE SETBACK
L L L L L L L L L L L L
SH SH
SH
WC CHANGE 3100
LAYOUT AS
PER MICHAEL
ENS
ROBE HERE
CHANGE
1.5 x 2.5 V
LAYOUT AS
BED 2
4010
PER MICHAEL
ENS ROBE 3.5 x 4.2 WC BED 3
MASTER 3.5 x 4.3 V 2.4 x 4.2 BED HERE 3.7 x 4.65
4.7 x 5.8
LINEN
1
C3.0
SL
V 990
6600
D ROBE
580
ROBE 6000
FALL WALL HERE ALL DOORS TO BE
FOR FRITSJURGEN PIVOT 1200
CANAL CURTAINS TO SOLID TIMBER BRUSH
PERIMETER
STACK LIFT ENS
SLD
FALL
TERRACE FALL
FALL
2.0m REAR SETBACK
TURN SPIRAL?
RAVENWOOD DRIVE
6.0m FRONT SETBACK
331° 17' 00''
SKYLIGHT
SKYLIGHT VOID FP
21.123
ABOVE
150° 58' 50''
DN FP
15.944
17 VOID
16
15 1 GATE
FALL 14 2 HOUSE
13 3 BELOW
12 4
11 5
10 9 6
8 7
FALL
ALL CAVITY DOORS ROBE
POOL TO BE SOFT OPEN
AND CLOSE
1.7 x 1.35
TERRACE
BELOW
OUTDOOR
BFD
SH
LIVING GUEST
3.7 x 4.5 2
BELOW WC ENS C3.0
1.7 x 3.05
V
STACK
CURTAINS?
L
L L L
2.0m SIDE SETBACK
1538
2032
74°1 1.5m SIDE SETBACK
5' 0
3.082 0''
63°59' 40''
27.447
LOT 2 ON SP281580
11 RAVENWOOD DRIVE, NOOSA
HEADS QLD 4567
AREA: 622m²
CLIENT NAME: DES WOOD PROJECT NAME: R i v e r O a s i s
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: OFFICE 1/20 DUKE STREET
dimensions on site prior to commencing works. Site location in accordance with
SUNSHINE BEACH, QLD 4567
engineers details. These drawings are to be read in conjunction with engineers design
DRAWING TITLE: UPPER FLOOR PLAN
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE:04/02/25 SCALE: 1 : 100 @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C1.3
Page 38
GATE HOUSE WITH VOIDS IN ROOF STAINLESS STEEL STREET SIGNAGE
ALUMINIUM DOORS AND WINDOWS STONE CLAD BLOCKWORK WALL
OFF FORM TIMBER LOOK ALUMINIUM GATE TIMBER LOOK ALUMINIUM GATE
CONCRETE
OR
OFF FORM LOOK TIMBER LOOK ALUMINIUM SCREENS TIMBER LOOK ALUMINIUM SCREENS
RENDER/PAINT
CONCRETE BUILDING SURROUNDS 1.8M FENCE
8m HEIGHT LIMIT
STONE CLAD BLOCKWORK WALL
BOUNDARY
BOUNDARY
TIMBER BATTENS/
SCREENS UPPER FLOOR CEILING 8800 UPPER FLOOR CEILING 8800
DECOWOOD
'CURLY BIRCH'
TBC
2700
2700
UPPER FLOOR 6100 UPPER FLOOR 6100
STONEWORK
700
700
TBC
GROUND FLOOR CEILING 5400 GROUND FLOOR CEILING 5400
2700
2700
WINDOWS & PREVIOUS BUILDINGS RL 2900
DOORS - GROUND FLOOR 2700
CLEAR ANODISED MIN FLOOD LEVEL RL 2700
TBC
NATURAL AND EXISTING GROUND LEVEL
WEST ELEVATION
SCALE: 1 : 100
1.2M FRAMELSS POOL FENCE TILED WET EDGE
PAINT COLOUR STONE CLAD BLOCKWORK WALL ALUMINIUM DOORS AND WINDOWS
- RESENE -
HALF FRIAR
GREY FORMED CONCRETE STAIRS TIMBER LOOK ALUMINIUM SCREEN
TBC
TIMBER LOOK ALUMINIUM SCREENS TIMBER LOOK ALUMINIUM SCREENS
TIMBER LOOK ALUMINIUM POST AND 8m HEIGHT LIMIT CONCRETE BUILDING SURROUNDS
SCREENS FOR PRIVACY
BOUNDARY
BOUNDARY
PAINT COLOUR
- RESENE -
BLACK HAZE UPPER FLOOR CEILING 8800 UPPER FLOOR CEILING 8800
TBC
2700
2700
DRIVEWAY
BRUSHED UPPER FLOOR 6100 UPPER FLOOR 6100
CONCRETE WHITE
700
700
TBC
GROUND FLOOR CEILING 5400 GROUND FLOOR CEILING 5400
2700
2700
PREVIOUS BUILDINGS RL 2900
GROUND FLOOR 2700
MIN FLOOD LEVEL RL 2700
NATURAL AND EXISTING GROUND LEVEL
EAST ELEVATION
SCALE: 1 : 100
CLIENT NAME: DES WOOD PROJECT NAME: R i v e r O a s i s
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: OFFICE 1/20 DUKE STREET
dimensions on site prior to commencing works. Site location in accordance with
SUNSHINE BEACH, QLD 4567
engineers details. These drawings are to be read in conjunction with engineers design
DRAWING TITLE: ELEVATIONS
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE:04/02/25 SCALE: As indicated @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C2.0
Page 39
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 CONCRETE BUILDING SURROUNDS
RENDER/PAINT
8m HEIGHT LIMIT GATE HOUSE WITH VOIDS IN ROOF
BOUNDARY
UPPER FLOOR CEILING 8800 UPPER FLOOR CEILING 8800
TIMBER BATTENS/
BOUNDARY
SCREENS
DECOWOOD
'CURLY BIRCH'
TBC
2700
2700
UPPER FLOOR 6100 UPPER FLOOR 6100
700
700
STONEWORK
TBC GROUND FLOOR CEILING 5400 GROUND FLOOR CEILING 5400
2700
2700
PREVIOUS BUILDINGS RL 2900
WINDOWS & GROUND FLOOR 2700
DOORS - MIN FLOOD LEVEL RL 2700 MIN FLOOD LEVEL RL 2700
CLEAR ANODISED NATURAL AND EXISTING GROUND LEVEL
TBC
NORTH ELEVATION
SCALE: 1 : 100
PAINT COLOUR
- RESENE - 1.2M FRAMLESS POOL FENCE CONCRETE BUILDING WALLS
HALF FRIAR
GREY TIMBER LOOK ALUMINIUM SCREENS TIMBER LOOK ALUMINIUM SCREENS
TBC
ALUMINIUM DOORS AND WINDOWS ALUMINIUM DOORS AND WINDOWS
CONCRETE BUILDING SURROUNDS CONCRETE BUILDING SURROUNDS
GATE HOUSE WITH VOIDS IN ROOF 8m HEIGHT LIMIT
PAINT COLOUR
BOUNDARY
- RESENE -
BLACK HAZE
TBC
UPPER FLOOR CEILING 8800 UPPER FLOOR CEILING 8800
BOUNDARY
2700
2700
DRIVEWAY
BRUSHED
CONCRETE WHITE
TBC
UPPER FLOOR 6100 UPPER FLOOR 6100
700
700
GROUND FLOOR CEILING 5400 GROUND FLOOR CEILING 5400
2700
2700
PREVIOUS BUILDINGS RL 2900
GROUND FLOOR 2700
MIN FLOOD LEVEL 2700
NATURAL AND EXISTING GROUND LEVEL
SOUTH ELEVATION
SCALE: 1 : 100
CLIENT NAME: DES WOOD PROJECT NAME: R i v e r O a s i s
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: OFFICE 1/20 DUKE STREET
dimensions on site prior to commencing works. Site location in accordance with
SUNSHINE BEACH, QLD 4567
engineers details. These drawings are to be read in conjunction with engineers design
DRAWING TITLE:ELEVATIONS
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE:04/02/25 SCALE: As indicated @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C2.1
Page 40
8m HEIGHT LIMIT
UPPER FLOOR PP 9100 UPPER FLOOR PP 9100
300
300
UPPER FLOOR CEILING 8800 UPPER FLOOR CEILING 8800
TCE MASTER ENSUITE ROBE BED 2 ENS BED 4
2700
2700
UPPER FLOOR 6100 RL 6100 RL 6100 RL 6100 UPPER FLOOR 6100
400
700
700
300
GROUND FLOOR CEILING 5400 GROUND FLOOR CEILING 5400
3000
TCE LIVING DINING KITCHEN PANTRY STUDY
2700
2700
1M ABOVE NATURAL GROUND LEVEL
PREVIOUS BUILDINGS RL 2900
RL 2700 RL 2700 RL 2700 GROUND FLOOR 2700
350
MIN FLOOD LEVEL RL 2700
700
700
MIN FLOOD LEVEL RL 2700
350
BASEMENT CEILING 2000 NATURAL GROUND LEVEL BASEMENT CEILING 2000
2000
3000
3000
3000
BASEMENT GARAGE CAR LIFT
300
BASEMENT -1000 RL -1000 RL -1000 RL -1000 BASEMENT -1000
600
SECTION 1
SCALE: 1 : 100
8m HEIGHT LIMIT
UPPER FLOOR PP 9100 UPPER FLOOR PP 9100
300
300
UPPER FLOOR CEILING 8800 UPPER FLOOR CEILING 8800
TCE GUEST ENS
2700
2700
UPPER FLOOR 6100 RL 6100 UPPER FLOOR 6100
700
700
GROUND FLOOR CEILING 5400 GROUND FLOOR CEILING 5400
OUTDOOR LIVING FAMILY
2700
2700
1M ABOVE NATURAL GROUND LEVEL
PREVIOUS BUILDINGS RL 2900
RL 2700 RL 2700 RL 2700 GROUND FLOOR 2700
700
700
MIN FLOOD LEVEL 2700 MIN FLOOD LEVEL 2700
300
BASEMENT CEILING 2000 NATURAL GROUND LEVEL BASEMENT CEILING 2000
POOL
3000
3000
3000
2770
2700
CELLAR BAR GYM BATH SERVICES
BASEMENT -1000 RL -1000 RL -1000 BASEMENT -1000
SECTION 2
SCALE: 1 : 100
CLIENT NAME: DES WOOD PROJECT NAME: R i v e r O a s i s
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: OFFICE 1/20 DUKE STREET
dimensions on site prior to commencing works. Site location in accordance with
SUNSHINE BEACH, QLD 4567
engineers details. These drawings are to be read in conjunction with engineers design
DRAWING TITLE: SECTION
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE:04/02/25 SCALE: 1 : 100 @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C3.0
Page 41
8m HEIGHT LIMIT
UPPER FLOOR PP 9100 UPPER FLOOR PP 9100
300
300
UPPER FLOOR CEILING 8800 UPPER FLOOR CEILING 8800
ENSUITE
2700
2700
UPPER FLOOR 6100 RL 6100 UPPER FLOOR 6100
700
700
GROUND FLOOR CEILING 5400 GROUND FLOOR CEILING 5400
OUTDOOR LIVING DINING
2700
2700
1M ABOVE NATURAL GROUND LEVEL
PREVIOUS BUILDINGS RL 2900
RL 2700 GROUND FLOOR 2700
MIN FLOOD LEVEL RL 2700 MIN FLOOD LEVEL RL 2700
700
700
BASEMENT CEILING 2000 BASEMENT CEILING 2000
NATURAL GROUND LEVEL
3000
3000
BAR MEDIA GARAGE
BASEMENT -1000 RL -1000 BASEMENT -1000
SECTION 3
SCALE: 1 : 100
8m HEIGHT LIMIT
UPPER FLOOR PP 9100 UPPER FLOOR PP 9100
300
300
UPPER FLOOR CEILING 8800 UPPER FLOOR CEILING 8800
GUEST PDR BED 4
2700
2700
UPPER FLOOR 6100 RL 6100 RL 6100 UPPER FLOOR 6100
700
700
GROUND FLOOR CEILING 5400 GROUND FLOOR CEILING 5400
FAMILY ENTRY STUDY
2700
2700
1M ABOVE NATURAL GROUND LEVEL
PREVIOUS BUILDINGS RL 2900
RL 2700 RL 2700 GROUND FLOOR 2700
MIN FLOOD LEVEL RL 2700
700
700
MIN FLOOD LEVEL RL 2700
BASEMENT CEILING 2000 NATURAL GROUND LEVEL BASEMENT CEILING 2000
3000
3000
GYM FOYER GARAGE
BASEMENT -1000 RL -1000 RL -1000 BASEMENT -1000
SECTION 4
SCALE: 1 : 100
CLIENT NAME: DES WOOD PROJECT NAME: R i v e r O a s i s
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: OFFICE 1/20 DUKE STREET
dimensions on site prior to commencing works. Site location in accordance with
SUNSHINE BEACH, QLD 4567
engineers details. These drawings are to be read in conjunction with engineers design
DRAWING TITLE:SECTION
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE:04/02/25 SCALE: 1 : 100 @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C3.1
Page 42
BUNDING WALL UP TO FLOOD LEVEL
8m HEIGHT LIMIT
UPPER FLOOR PP 9100
300
300
UPPER FLOOR CEILING 8800
2700
2700
UPPER FLOOR 6100 UPPER FLOOR 6100
700
700
GROUND FLOOR CEILING 5400 GROUND FLOOR CEILING 5400
2700
2700
1M ABOVE NATURAL GROUND LEVEL
PREVIOUS BUILDINGS RL 2900
GROUND FLOOR 2700 RL 2700 RL 2700 GROUND FLOOR 2700
300 400
MIN FLOOD LEVEL RL 2700 MIN FLOOD LEVEL RL 2700
700
700
BASEMENT CEILING 2000 NATURAL GROUND LEVEL BASEMENT CEILING 2000
3000
3000
STORE STORE FOYER CARLIFT
3600
BASEMENT -1000 RL -1000 BASEMENT -1000
-1600
SECTION 5
SCALE: 1 : 100
CLIENT NAME: DES WOOD PROJECT NAME: R i v e r O a s i s
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: OFFICE 1/20 DUKE STREET
dimensions on site prior to commencing works. Site location in accordance with
SUNSHINE BEACH, QLD 4567
engineers details. These drawings are to be read in conjunction with engineers design
DRAWING TITLE:SECTION
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE:04/02/25 SCALE: 1 : 100 @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C3.2
Page 43
ADG Consulting Pty Ltd Appendix D: Dewatering calculation output ADG1786.25 Dewatering Management Plan_Rev0_20.02.25
Page 44
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 Contents — Calculator — Tools for calculating the radius of influence and pumping rates and times for dewatered excavations — Related services and information Preliminary assessrnent of the racial extent of the cone of denression and purigeng rates and times for all dewatering operations is critical for assessing the risk of disturbing acid sulfate sovts in potential acid sulfate soil areas. Brogd-scale acid sulfate sol nsk maps for several coastal regions of WA are accessible vis Data WA. Empirical methods to caloulate the radial extent of the groundwater cone of depression and purnping rates and times for Gewaterng operations ar¢ outlined in National Acid Sulfate Soils Guidance: dewatering of acid sulfate soils in shallow groundwater environments 2. Calculator Input Length of excavation: Width of excavation: Drewelown required: Aquifer thickness!" = Hydaulic conductivity: Results Effective purnping radius, A. : Cone of depression radius, Rio Total purnping rate: Purnguing time required: 10.0000949 Dore d metres metres metres metres metres/second metres metres litres/second hours ance for the Related page Acid sulfate sods Provided by Department of Water and Environmental iy