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REFERENCE DOCUMENT
OPW24/0128
NOOSA COUNCIL
1 OCTOBER 2024
ADG Consulting Pty Ltd All Correspondence
ACN: 630 555 225 PO Box 6405
ABN: 98 630 555 225 Yatala DC QLD 4207
P 07 3801 1564
E [email protected]
W adgconsulting.com.au
Dewatering Management Plan
Proposed Residential Development:
Lot 43 on RP839221, 13 Mermaid Quay, Noosaville, Queensland
July 2024
Prepared for:
Eddie Hirsch
c/‐ Paul Clout Design 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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Full text of sections 2 to 40 (of 89)
Section 2
ADG Consulting Pty Ltd
Report details
Project ref: ADG1668.24
ADG Project Contact: Michael Campbell
Report title: Dewatering Management Plan
Proposed Residential Development:
Lot 43 on RP839221, 13 Mermaid Quay, Noosaville, Queensland
Version: Rev0
Author(s): Chelsey Zeeman
Reviewer: Michael Campbell
Client: Eddie Hirsch
c/‐ Paul Clout Design Pty Ltd.
Client contact: Matt Adams – Paul Clout Designs
Distribution date: 12 July 2024
Distributed to: Paul Clout Designs Pty Ltd.
Copies: 1 PDF
ADG Consulting Pty Ltd
Michael Campbell BEnvSc, BSc[Hons], Chelsey Zeeman
DipProjMgt, DipOHS, DipBusMgt, DipBus(Quality Auditing) BEnvSc, MSc
MEIANZ, MALGA, MASSI MALGA
Director & Principal Environmental Scientist Environmental Scientist
Date: 12 July 2024
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.
ADG1668.24 Dewatering Management Plan_Rev0_12.07.24 Page ii
Section 3
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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 DOUGLAS PARTNERS 2024 4
3.1.1 SOILS 4
3.1.2 GROUNDWATER 4
3.2 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
7.5 MONITORING 17
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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: BASEMENT INSTALLATION PLAN (DRAFT)
APPENDIX D: DEWATERING CALCULATION OUTPUT
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Section 5
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1 Introduction
ADG Consulting Pty Ltd (ADG) was engaged by Eddie Hirsch care of Paul Clout Design Pty Ltd. to prepare
a Dewatering Management Plan (DMP) for the proposed residential development within property
described as Lot 43 on RP839221, situated at 13 Mermaid Quay, Noosaville, Queensland.
1.1 Proposed development
The proposed development comprises the construction of a two‐storey residential building overlying a
single level in‐ground basement on the 806 m2 site. Supplied information indicates that excavations to
facilitate the basement construction will extend approximately 3.3 m below existing ground level to a
maximum of approximately RL ‐0.6 m Australian Height Datum (AHD). Localised deeper excavations may
be required for the construction of other structural elements (i.e. footings and pile caps), where required.
Dewatering for basement construction is generally required to approximately 1.0 m below deepest
excavation to allow safe construction.
Groundwater seepage was recorded at depths of between 0.6 to 1.9 mbgl (equating to an approximate
highest elevation of 0.3 m AHD), during preliminary geotechnical works (drilling) on the site by Douglas
Partners in May 2024. Given the sites proximity to the Noosa River and the presence of groundwater
within the excavation extent, dewatering will 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. The Department of Environment
and Science (DES). 2022
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
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.
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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 Regional Development,
Manufacturing and Water (DRDMW) 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.
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2 Site characteristics
2.1 Property description
The site is described as Lot 43 on RP839221 and is situated at 13 Mermaid Quay, Noosaville, Queensland.
From recent available aerial mapping (accessed via Nearmap 9 July 2024) the site has not been cleared
of aboveground infrastructure (circa 17 June 2024) and is generally rectangular in shape. The site has a
total area of 806 m2. The site locality 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 Canal network associated with Noosa River, then waterfront residential lots, then
Gibson Road.
East Residential lots, then Leeside Place, then residential lots, then canal network
associated with Noosa River.
South Mermaid Quay, then waterfront residential lots, then canal network associated with
Noosa River.
West Residential lots, then Mermaid Park, then Riverbreeze Avenue, then Riverbreeze Park.
2.3 Topography
The site and surrounding land is considered to be level, with the site surface elevations ranging between
approximately 2.0 m to 1.0 m AHD from the southern boundary toward the north of the site (accessed
via Queensland Globe online, 9 July 2024).
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), as
referenced through detailed surface geology (accessed via Queensland Globe online, 9 July 2024).
The site is mapped with a dominant soil description of uniform coarse, non calc, A2 horizon conspic
bleached with non‐carbonate pan value/chroma=1. With the soil landform described as weakly dissected
coastal plain consisting of sand plains, low sand dunes and low rounded sandstone rises.
The Acid Sulfate Soils (ASS) map categorises the site as land subject to Acid Sulfate Soils 5 m AHD or below
(accessed via Noosa Council Interactive Mapping online, 9 July 2024).
2.5 Hydrogeology
A search of groundwater bores licensed by DRDMW was conducted by ADG on 9 July 2024. 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 Noosa River, the inferred
groundwater flow is to the north and/or east. Groundwater beneath the site is likely to be hydraulically
connected to the river and/or canal network, 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 specific information sourced from the following, provided to ADG by Douglas
Partners:
Acid Sulfate Soil Investigation, Proposed Residential Development, 13 Mermaid Quay, Noosaville.
May 2024. Douglas Partners. Ref: 229073.00.R.001.Rev0, 2024‐04‐11.
Geotechnical Investigation, Proposed Residential Development, 13 Mermaid Quay, Noosaville. May
2024. Douglas Partners. Ref: 229073.00.R.001.Rev0, 2024‐04‐11.
Proposed Development – 13 Mermaid Quay, Noosaville, QLD. June 2024. Paul Clout Designs Pty Ltd.
Council Drawing Project Ref: 229073.00, 2024‐06‐05. (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 Douglas Partners Geotech Report 2024
A Geotechnical Investigation alongside an Acid Sulfate Soil Investigation was undertaken at the site in
May 2024 (reported July 2024) by Douglas Partners (DP).
3.1.1 Soils
A total of two (2) boreholes (BH01 & BH02) were drilled on the proposed development footprint to
between 1.5 and 6.0 mbgl.
The subsurface profile encountered is generally described as clay and sand fill material at the ground
surface, extending to depths ranging between 1.5 m and 6.0 m. Fill material is underlain by natural sand
which is fine to medium dense throughout the soil profile with traces of silt until the borehole termination
depths.
Alongside the Geotechnical Investigation (2024), Acid Sulfate Soil (ASS) samples were collected at 0.25 m
intervals in BH01 from the surface until 6.0 m & BH02 to from the surface until 1.5 m depth. A total of
thirty (30) samples were collected for ASS screening and six (6) samples were selected for further analysis
by the Chromium Reducible Sulfur suite (CRS).
ADG notes that the testing was limited to two boreholes with ASS testing to 6.0 m depth, and DP reports
that within part of this depth profile the clayey sand and natural sands are considered to contain potential
ASS requiring management of ASS disturbance. All excavated spoil from depths between 1.5 to 6.0 mbgl
within the excavation footprint will need to be appropriately neutralised with lime and validated in
accordance with recommendations by DP in the ASS Investigation Report (DP, 2024), and therefore the
presence of ASS has the potential to impact water quality during dewatering for construction.
3.1.2 Groundwater
During drilling activities for the Preliminary Geotechnical Investigation, groundwater seepage/inflow was
encountered at 0.6 to 1.9 m depth below the ground surface (standing groundwater level was later
measured at 0.58 m in depth in borehole 2)(DP, 2024). ADG notes based on the RLs supplied in the DP
Report that this equates to a maximum groundwater elevation of approximately 0.3 m AHD.
It should be noted however, that groundwater depths and ground moisture conditions are affected by
weather and climatic conditions, tidal variations, surface and subsurface drainage/permeability
conditions, and human influence and will therefore vary with time. Groundwater levels are expected to
be similar to the water level in the canal to the east and river to the north, albeit somewhat a dampened
response to tidal variations.
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3.2 Groundwater quality
No groundwater quality data was obtained by DP as part of the preliminary geotechnical investigation.
However, based on 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.
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4 Water quality objectives
4.1 Receiving environment
It is proposed to discharge extracted groundwater directly into the canal network north of the site, which
is associated with the Noosa River located approximately 610 m north of the site (euclidean distance).
The exact location of the receiving waters/environment will be confirmed on commencement of
dewatering.
The receiving environment in this location identifies as a moderately disturbed, marine canal
environment. 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 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. 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.
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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
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
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Parameter Criteria
Zinc 82
Mercury 0.42
Totals metals (µg/L)
Aluminium No ANZG criteria / 2003
Iron No ANZG criteria / 3003
Table notes:
1. DES (2022). Noosa River environmental values and water quality objectives (canals and marinas).
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 either a contiguous secant pile wall or steel sheet pile wall (refer to supplied
indicative basement design at Appendix C). Excavations to facilitate the construction of the basement will
extend to approximately 3.3 m below ground level, which corresponds to a maximum elevation of
approximately ‐0.6 m AHD. Localised deeper excavations may be required for construction of other
structural elements (i.e. footings & pile caps).
All excavated spoil within the excavation footprint will be appropriately neutralised with lime and
validated in accordance with recommendations by DP in the ASS Investigation Report (DP, 2024).
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 below maximum excavation depth at 1.5 m intervals around the internal perimeter of the
basement excavation (refer to supplied indicative shoring design at Appendix C).
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 1.9 m to around ‐1.6 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 Paul Clout Designs) and
known site‐specific conditions. The following is applicable to the basement excavations spanning across
the lot:
Approximate length of excavation = 19 m
Approximate width of excavation = 12 m
Reduction in depth of groundwater across the basement footprint/excavation = 0.3 m
Approximate depth of saturated aquifer = 10 m (standardised conservative value applied)
The soil profile of comprised predominantly of fine to medium grained clayey sands and natural sand,
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.
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Table 4 Dewatering extraction rate results
Output Result
Effective radius of dewatering spears (m) 9
Dewatering radius of influence (m) 9
Discharge rate (L/sec) 62
Discharge rate (L/hr) 223,200
Establishment of cone of depression (hours) 1
Based on the above inputs, a groundwater flow rate of approximately 62 L/sec or 3,720 L/min or
223,200 L/hr has been predicted for the development, with the estimated cone of depression radius to
be predominantly limited to within 3 ‐ 5 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 30 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 6 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 secant piles or steel sheet piles, 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 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
have been 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
and at the frequencies stated in Section 6.5.2. Groundwater monitoring bores for groundwater level
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gauging external to the excavation footprint are unable to be established and monitored prior to and
during construction on the site, due to limited space.
A plan showing the proposed basement is 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 62 L/sec as a result of varying ground
conditions across the extent of excavation.
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 one minute 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 23kL 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 223,200 L/hr (equivalent 3,720 L/min) from Section 5.3.1
of this Report, one sedimentation tank will provide approximately three 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 Environmental Consultant will, where practicable,
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 (Note: Environmental Consultant must be provided sufficient prior notice for this
step to occur).
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, i.e. Environmental Consultant. The monitoring will include
analysis of the extracted groundwater, treated discharge water and off‐site monitoring in the receiving
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waters (in the mixing zone within a 20 m radius of the discharge point). The exact location within the
receiving waterway (canal associated with Noosa River) is to be confirmed, however it is anticipated to
be directly north 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, electrical conductivity, dissolved oxygen, temperature and
turbidity) in the treated discharge water and pH of the untreated extracted groundwater (to
determine potential acidification). 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 untreated extracted groundwater, treated discharge water, receiving waters
and background waters by Environmental Consultant .
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.
Table 5 Monitoring responsibilities
Activity Frequency Responsibility Person
Monitoring of field parameters in discharge water
Daily Site Manager Site Manager
and untreated extracted groundwater
Monitoring of field parameters in untreated Environmental
Environmental
extracted groundwater, discharge water, Weekly Consultant
Consultant
receiving waters and background waters
Laboratory analysis of samples recovered from Environmental Environmental
Weekly Consultant
discharge water and receiving waters Consultant
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Monitoring of field parameters in extracted Environmental Environmental
Weekly Consultant
groundwater (pre‐treated) 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 the filters 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:
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.
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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 will be installed
around noise generating dewatering pumps and equipment where practicable. Noise monitoring
equipment (unattended) will be installed by the site manager prior to commencement and monitored for
the duration of dewatering.
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 will 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) is proposed 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), 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 Eddie Hirsch care of Paul Clout Designs 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 Eddie Hirsch and Paul Clout Designs 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. Department of
Environment and Science, Queensland Government. Brisbane, Queensland, Australia.
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.
Douglas Partners. May 2024. Acid Sulfate Soil Investigation, Proposed Residential Development, 13
Mermaid Quay, Noosaville. Ref: 229073.00 REV 0.
Douglas Partners. May 2024. Geotechnical Investigation, Proposed 13 Mermaid Quay, Noosaville. Ref: .
Ref: 229073.00 REV 0.
Government of Western Australia. 2024. Cone of Depression Calculator. Department of Water and
Environmental Regulation. Accessed 9 July 2024, 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.
Noosa Shire Council. Noosa Council Interactive Mapping, Stormwater Infrastructure. Accessed 9 July
2024.
https://enterprise.mapimage.net/IntraMaps910/?project=Public&module=Property%20Recreation%20
Utilities&configId=64251f07‐9411‐4a61‐930e‐2bd9b45d8fff&startToken=8fb07456‐4db7‐45a7‐89df‐
64e9b5a76aff&touch=false
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Appendix A: Figures
Figure 1 Site and proposed monitoring locations
ADG1668.24 Dewatering Management Plan_Rev0_12.07.24
Section 26
Figure 1 - Site and proposed monitoring locations (to be confirmed) A product of
Lot 43 on RP839221, 13 Mermaid Quay, Noosaville, QLD
26°24'3"S 153°3'18"E 26°24'3"S 153°3'43"E
Legend located on next page
0 50 metres
Scale: 1:2295
Printed at: A3
Print date: 9/7/2024
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 2024. 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
26°24'20"S 153°3'18"E 26°24'20"S 153°3'43"E Department of Resources
Section 27
Figure 1 - Site and proposed monitoring locations (to be confirmed) Lot 43 on RP839221, 13 Mermaid Quay, Noosaville, QLD
Section 28
Legend Attribution
Includes material © State of Queensland (Department of Resources); ©
Places: My Places(1) [Deprecated] Railway Commonwealth of Australia (Geoscience Australia); © 21AT, © Earth-i, all rights
reserved, 2024.
Site Discharge
© State of Queensland (Department of Resources) 2023
Receiving Waters [Deprecated] Railway
© State of Queensland (Department of Resources) 2024
Background Waters (tide station
dependent) This data were created by Geoscience Australia and are subject to
Background Waters (tide Commonwealth of Australia Copyright.
dependent)
Places: Land parcel
Site
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
Tunnels
Section 29
ADG Consulting Pty Ltd Appendix B: DRDMW licenced bore search ADG1668.24 Dewatering Management Plan_Rev0_12.07.24
Section 30
DRDMW Licensed Bore Search A product of
200 m radius
26°23'59"S 153°3'12"E 26°23'59"S 153°3'49"E
Legend located on next page
0 100 metres
Scale: 1:3453
Printed at: A3
Print date: 9/7/2024
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 2024. 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
26°24'25"S 153°3'12"E 26°24'25"S 153°3'49"E Department of Resources
Section 31
DRDMW Licensed Bore Search 200 m radius
Section 32
Legend Attribution
Maxar
Registered water bores Roads and tracks
Includes material © State of Queensland (Department of Resources); ©
[RDMW and private] Motorway Commonwealth of Australia (Geoscience Australia); © 21AT, © Earth-i, all rights
Artesian bore reserved, 2024.
Highway
Artesian bore © State of Queensland (Department of Resources) 2023
Secondary
(abandoned but useable)
© State of Queensland (Department of Resources) 2024
Connector
Artesian bore
(abandoned and Local © State of Queensland (Regional Development, Manufacturing and Water) 2022
destroyed) This data were created by Geoscience Australia and are subject to
Restricted Access Road
Artesian bore, ceased to Commonwealth of Australia Copyright.
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)
[Deprecated] Railway
Surface water facility station
(abandoned and
destroyed)
Places: My Places(1)
My Place 1
My Place 2
Green bridges
Bridges
Tunnels
[Deprecated] Railway
Section 33
ADG Consulting Pty Ltd Appendix C: Basement Installation Plan ADG1668.24 Dewatering Management Plan_Rev0_12.07.24
Section 34
PAUL CLOUT DESIGN GENERAL NOTES:
Suite 3, 44 MARY STREET, NOOSAVILLE CLIENT NAME: Hirsch
Use written dimensions only. DO NOT scale drawings. Contractors to verify all
PO BOX 152, NOOSAVILLE, QLD 4566. SITE ADDRESS: 13 Mermaid Quay, Noosaville
dimensions on site prior to commencing works. Site location is Category W41
BSA LICENCE: 1066417
or to engineer's requirements. These drawings are to be read in conjunction
DRAWING TITLE: VISUAL 1 SCALE: AS SEEN ON A2
with engineer's design and details, the accompanying building specification and DRAWING DATE: 03/04/2024
schedule of finishes. If in doubt, please request clarification. DO NOT ASSUME.
PH: (07) 5440 5388
[email protected] STAGE: COUNCIL DRAWINGS
DRAWING No. R1
www.paulclout.com @COPYRIGHT PAUL CLOUT DESIGN PTY LTD.
Section 35
PAUL CLOUT DESIGN GENERAL NOTES:
Suite 3, 44 MARY STREET, NOOSAVILLE CLIENT NAME: Hirsch
Use written dimensions only. DO NOT scale drawings. Contractors to verify all
PO BOX 152, NOOSAVILLE, QLD 4566. SITE ADDRESS: 13 Mermaid Quay, Noosaville
dimensions on site prior to commencing works. Site location is Category W41
BSA LICENCE: 1066417
or to engineer's requirements. These drawings are to be read in conjunction
DRAWING TITLE: VISUAL 2 SCALE: AS SEEN ON A2
with engineer's design and details, the accompanying building specification and DRAWING DATE: 03/04/2024
schedule of finishes. If in doubt, please request clarification. DO NOT ASSUME.
PH: (07) 5440 5388
[email protected] STAGE: COUNCIL DRAWINGS
DRAWING No. R2
www.paulclout.com @COPYRIGHT PAUL CLOUT DESIGN PTY LTD.
Section 36
PAUL CLOUT DESIGN GENERAL NOTES:
Suite 3, 44 MARY STREET, NOOSAVILLE CLIENT NAME: Hirsch
Use written dimensions only. DO NOT scale drawings. Contractors to verify all
PO BOX 152, NOOSAVILLE, QLD 4566. SITE ADDRESS: 13 Mermaid Quay, Noosaville
dimensions on site prior to commencing works. Site location is Category W41
BSA LICENCE: 1066417
or to engineer's requirements. These drawings are to be read in conjunction
DRAWING TITLE: VISUAL 3 SCALE: AS SEEN ON A2
with engineer's design and details, the accompanying building specification and DRAWING DATE: 03/04/2024
schedule of finishes. If in doubt, please request clarification. DO NOT ASSUME.
PH: (07) 5440 5388
[email protected] STAGE: COUNCIL DRAWINGS
DRAWING No. R3
www.paulclout.com @COPYRIGHT PAUL CLOUT DESIGN PTY LTD.
Section 37
KEY
DP DOWN PIPE FR CONCRETE FLAT ROOF
S SPITTER PD PLUMBING DUCT
FALL DIRECTION
RL FINISHED LEVEL
RH RAIN HEAD
N GL NATURAL GROUND LEVEL
MPR METAL PITCHED ROOF
N
PLANTER
41.872 POOL STORE
1521
5"
PLANTER
338°29'3
2100
LAWN
PLANTER
CISTERN
CISTERN
TERRACE
PLANTER POOL
FR 6030
1652
MPR
5deg
MPR MPR
5deg 5deg FR
MERM
TERRACE
MPR
5deg
CISTERN
FR
6.93
FR
MPR
5deg
LAWN
3
POOL
MPR MPR
5deg 5deg
LAWN
MPR
5deg
A
TERRACE
CAN
FR
I
23.270
PORTHOLE
D
PLANTER POND
Q
FR PORTHOLE
AL
TERRACE FR
U
WALKWAY
FR FR
PLANTER
AY
TERRACE
TERRACE
MPR
MPR
5deg
5deg
MPR
MPR
5deg
5deg
PLANTER
CISTERN
11.185
FR PORTHOLE FR
MPR
5deg MPR MPR
5deg 5deg
CISTERN
EXISTING PAVED MPR DRIVEWAY
PAD 5deg
MPR
MPR
5deg
5deg
JETTY
MPR
MPR
5deg
5deg
PORTHOLE
TERRACE FR
CISTERN
2050
2050
2050
6000
1500
1500
TERRACE SERVICES
37.225
LOT 43 PLAN RP839221
13 MERMAID QUAY, NOOSAVILLE
AREA: 806.12m2
SITE PLAN
PAUL CLOUT DESIGN GENERAL NOTES:
Suite 3, 44 MARY STREET, NOOSAVILLE CLIENT NAME: Hirsch
Use written dimensions only. DO NOT scale drawings. Contractors to verify all
PO BOX 152, NOOSAVILLE, QLD 4566. SITE ADDRESS: 13 Mermaid Quay, Noosaville
dimensions on site prior to commencing works. Site location is Category W41
BSA LICENCE: 1066417
or to engineer's requirements. These drawings are to be read in conjunction
DRAWING TITLE: SITE PLAN SCALE: 1:100 ON A2
with engineer's design and details, the accompanying building specification and DRAWING DATE: 03/04/2024
schedule of finishes. If in doubt, please request clarification. DO NOT ASSUME.
PH: (07) 5440 5388
[email protected] STAGE: COUNCIL DRAWINGS
DRAWING No. 01
www.paulclout.com @COPYRIGHT PAUL CLOUT DESIGN PTY LTD.
Section 38
GFA: NOTE: NOTE: NOTE:
KEY SITE REQUIREMENTS FLOOR AREAS
ALLOWED COVERAGE 500.00m2 -ALL TOILET DOORS TO HAVE -DOWN PIPES AND ROOF DRAINAGE LOCATIONS FOR ALL WET AREAS:
HT HOSE TAP G GAS POINT CSD CAVITY SLIDING DOOR SITE 806.12m2 BASEMENT FLOOR UPPER FLOOR
ACTUAL COVERAGE 499.94m2 LIFT OFF HINGES ARE SUGGESTED ONLY AND BUILDER SHOULD SET DOWN FLOOR CONSTRUCTION TO
INTERNAL AREA 254.0 m2 INTERNAL AREA 183.0 m2 ENSURE ADEQUATE STORMWATER FALL AND PROVIDE TILED FLOOR FLUSH WITH
F FRIDGE GD GLASS DOOR -RL'S ARE ASSUMED
FG FLOOR GULLY ALLOWED COVERAGE 40% / 322.4m2 TERRACE 59.0 m2 DRAINAGE AS REQUIRED ADJOINING FINISHED FLOOR, FALL TO
ONLY AND SHALL BE VERIFIED
W WINDOW GROUND FLOOR NOTE: -DRAINAGE SHOULD BE CONCEALED WITHIN SLAB WASTE, DROP SHOWER
FALL DIRECTION BY BUILDER PRIOR TO
DP DOWN PIPE INTERNAL AREA 245.0 m2 TOTAL FLOOR AREAS WHERE NOTED
L ALL STAIRS TO BE VOS FOR REQUIRED COMMENCEMENT OF SITE WORKS
SD SMOKE DETECTOR NG NATURAL GROUND LEVEL ACTUAL COVERAGE TERRACE 138.0 m2 INTERNAL AREA 682.0 m 2
HEIGHTS AND TREAD CALCULATIONS
RH RAIN HEAD GROUND LEVEL 39.9% / 321.7m2 POOL 82.0 m2 TERRACE 197.0 m2
L
FG FINISHED GROUND LEVEL UPPER LEVEL 31.8% / 256.6m2 POOL 82.0 m2
FR CONCRETE FLAT ROOF
PD PLUMBING DUCT NOTE:
D DOOR RL FINISHED LEVEL ALL BATHROOMS TO HAVE FLOOR WASTE
HIDDEN UNDER THE VANITY
3600 9670 5500 4600
N
41.872
5"
338°29'3
LINE OF POOL
ABOVE
LINE OF LEVEL
ABOVE
LINE OF POOL
ABOVE
LINE OF POOL
3870
ABOVE
6.93
3
7790
INTERNAL GLASS
PLANT ROOM BALUSTRADE LINE OF LEVEL
ABOVE
POLISHED 0
CONCRETE .25
-0 6
23.270
RL
2550 CEILING 5
LINE OF
4
LEVEL
STORAGE C'BRD
3
2 ABOVE
SUPPORT POST 1
5880
UP
2950 FLOOR TO FLOOR
5 0
FOYER 0.2
16 RISERS @184mm
L-
15 TREADS. 265 MID POINT
TILES
LINE OF POOL PLUS 20mm NOSING
R
A ABOVE 2550 CEILING
A
STORAGE C'BRD
LIFT LINE OF LEVEL
PLANT
ROOM
2550 CEILING
DA-1C 1C-2 ABOVE
820 D
CONCRETE
CISTERN
POLISHED
TOWEL SHELVES
BATH 1
1000 GD
2550 CEILING
SHOWER SEAT
TILES
STEAM
820 CSD
ROOM
720 GD
PLANT ROOM
11.185
MASSAGE TABLE
8090
POLISHED
CONCRETE
2550 CEILING
50 SLIDING GLASS WELLNESS
.2
6130
DOOR TILES
-0
RL
LINE OF LEVEL 2550 CEILING MASSAGE TABLE
3100 GD
ABOVE
PLANT ROOM TIMBER
750 GD
SEATING
POLISHED
CONCRETE 0 50 SAUNA
2550 CEILING
0 .25 - 0.2 CRAZY PAVING
YOGA MAT
YOGA MAT
R L- R L 2550 CEILING
50
0.2
ICE BATH FEATURE
DEPTH 1.0 STONE
COLUMN L -
DEPTH 0.5 R
FEATURE STONE COLUMN
37.225
23370
BASEMENT PLAN
PAUL CLOUT DESIGN GENERAL NOTES:
Suite 3, 44 MARY STREET, NOOSAVILLE CLIENT NAME: Hirsch
Use written dimensions only. DO NOT scale drawings. Contractors to verify all
PO BOX 152, NOOSAVILLE, QLD 4566. SITE ADDRESS: 13 Mermaid Quay, Noosaville
dimensions on site prior to commencing works. Site location is Category W41
BSA LICENCE: 1066417 or to engineer's requirements. These drawings are to be read in conjunction
DRAWING TITLE: BASEMENT FLOOR PLAN SCALE: 1:100 ON A2
with engineer's design and details, the accompanying building specification and DRAWING DATE: 03/04/2024
schedule of finishes. If in doubt, please request clarification. DO NOT ASSUME.
PH: (07) 5440 5388
[email protected] STAGE: COUNCIL DRAWINGS
DRAWING No. 02
www.paulclout.com @COPYRIGHT PAUL CLOUT DESIGN PTY LTD.
Section 39
GFA: NOTE: NOTE: NOTE:
KEY SITE REQUIREMENTS FLOOR AREAS
ALLOWED COVERAGE 500.00m2 -ALL TOILET DOORS TO HAVE -DOWN PIPES AND ROOF DRAINAGE LOCATIONS FOR ALL WET AREAS:
HT HOSE TAP G GAS POINT CSD CAVITY SLIDING DOOR SITE 806.12m2 BASEMENT FLOOR UPPER FLOOR
ACTUAL COVERAGE 499.94m2 LIFT OFF HINGES ARE SUGGESTED ONLY AND BUILDER SHOULD SET DOWN FLOOR CONSTRUCTION TO
INTERNAL AREA 254.0 m2 INTERNAL AREA 183.0 m2 ENSURE ADEQUATE STORMWATER FALL AND PROVIDE TILED FLOOR FLUSH WITH
F FRIDGE GD GLASS DOOR -RL'S ARE ASSUMED
FG FLOOR GULLY ALLOWED COVERAGE 40% / 322.4m2 TERRACE 59.0 m2 DRAINAGE AS REQUIRED ADJOINING FINISHED FLOOR, FALL TO
ONLY AND SHALL BE VERIFIED
W WINDOW GROUND FLOOR NOTE: -DRAINAGE SHOULD BE CONCEALED WITHIN SLAB WASTE, DROP SHOWER
FALL DIRECTION BY BUILDER PRIOR TO
DP DOWN PIPE INTERNAL AREA 245.0 m2 TOTAL FLOOR AREAS WHERE NOTED
L ALL STAIRS TO BE VOS FOR REQUIRED COMMENCEMENT OF SITE WORKS
SD SMOKE DETECTOR NG NATURAL GROUND LEVEL ACTUAL COVERAGE TERRACE 138.0 m2 INTERNAL AREA 682.0 m 2
HEIGHTS AND TREAD CALCULATIONS
RH RAIN HEAD GROUND LEVEL 39.9% / 321.7m2 POOL 82.0 m2 TERRACE 197.0 m2
L
FG FINISHED GROUND LEVEL UPPER LEVEL 31.8% / 256.6m2 POOL 82.0 m2
FR CONCRETE FLAT ROOF
PD PLUMBING DUCT NOTE:
D DOOR RL FINISHED LEVEL ALL BATHROOMS TO HAVE FLOOR WASTE
HIDDEN UNDER THE VANITY
7480 2000 4110 6030
N
ALUMINIUM
DRAWER ALUMINIUM SCREEN
BRIDGE SCREEN
41.872
PLANTER POOL STORE
338°29'3
5" TILES 50
2.6
GATE
GATE
LAWN
PLANTER
PLANTER
PLANTER
HT R L
W10 DP HT
CISTERN
TERRACE BRIDGE ROBE / STORAGE
TILES
POOL BATH 2
POOL BAR LEDGE TILES
820 D
PLANTER DEPTH 1.4 LINE OF PELMET
3000 CEILING
GARDEN BED GARDEN BED
DRAWER
BRIDGE
LINE OF LEVEL
STONE PAVER
STONE PAVER
FEATURE ABOVE
WET EDGE WALL STONE
D5
TERRACE W4 W5
6515
RL 2.550
50
G LINE OF LEVEL
TROUGH WALL TILES
RL 1.750
DEPTH 0.3
PLINTH
ABOVE
MEDIA ALUMINIUM
SCREEN
LINE OF LEVEL
0 TERRACE
.65
ABOVE TIMBER
LAWN TV FIREPLACE W9
2 TILES 3000 CEILING
RL
DAYBED GATE ESCEA DS1900 DP
POOL 5 0
6.93
LINE OF PELMET LINE OF PELMET
0 2.6 0
DEPTH 1.4
2 .70 RL 2.7
0
3
RL
LINE OF PELMET
DEPTH 0.3
RL LINE OF LEVEL LAWN
FEATURE
STONE WALL
GLASS POOL FENCE ABOVE
SD
TO LOCAL COUNCIL TV
DAYBED LIVING REQUIREMENTS W8 W11
TIMBER GATE
1200 CSD
3000 CEILING VOID VOID HT
LINE OF FEATURE STONE WALL
WET EDGE WALL
DEPTH 0.3 LEVEL TIMBER
W1
RL 2.550
SPA GLASS D4 ABOVE POSTS
GARDEN BED
SUPPORT COLUMN 50 W7
DEPTH 0.6
TROUGH WALL 11 6 ALUMINIUM
3400 FLOOR TO FLOOR
23.270
RL 1.750 DEPTH 1.2 FEATURE TIMBER
12 5 SCREEN
VOID 18 RISERS @188mm POSTS
SPA 50
13 4
W6 17 TREADS. 265 MID POINT
2.6
DEPTH 0.9 LINE OF 14 3 WATER WATER
LAWN
DEPTH 1.0 15 2 PLUS 20mm NOSING W1 POND
FEATURE BRIDGE FEATURE STONE
RL
LEVEL 16 1 DEPTH 0.3 STEPPERS
DEPTH 0.6 ABOVE STUDY DESK INTERNAL GLASS
5635
BALUSTRADE LINE OF FEATURE POND
DEPTH 0.6 DN UP TIMBER BEAMS ABOVE DEPTH 0.3
DEPTH 0.3 LINE OF FRONT GATE
LEVEL
GLASS POOL FENCE
0 ABOVE
.70 HALLWAY ENTRY
HT TO LOCAL COUNCIL
2 0 WALKWAY
A REQUIREMENTS
GATE
LINE OF
LEVEL RL TIMBER
SD
TIMBER
D1
50 2.6
5
CRAZY PAVING
A
ABOVE 3000 CEILING 3000 CEILING
R L
WINE DISPLAY STONE
STEPPERS
16580
0 OFF-FORM
.70
D3 CONCRETE
SUPPORT
50 DINING 2 COLUMNS
RL
BUILT IN COLUMN
W1
SUNKEN LOUNGE
LINE OF LEVEL
ABOVE SEATING TIMBER
BASIN LIFT 820 D HT
3000 CEILING DA-1C 1C-2
SINK PDR 30
820 D
TILES
BAR 3000 CEILING GARAGE
FIREPIT
TILES
820 D DRYING C'BRD DOOR
COFFEE
TERRACE 0 CISTERN
.70
TABLE
PANTRY 30
2 C'BRD
RL
TILES
820 D
11.185
LINE OF PELMET
LINE OF LEVEL
00 .7 00 ABOVE
1.7 R L2
RL
SHELVES
SHOOT
PANTRY
L'DRY
EXISTING PAD DRIVEWAY
C'BRD
PANTRY
FRD SLIDING
0 GARAGE
3000 CEILING
PAVED 20mm SLAB REBATE
L'DRY 7 COBBLESTONE DRIVEWAY
2.6
TIMBER
00 TILES CONCRETE GD1 GATES
1.6 RL
SINK DRIVEWAY GRADIENT,
7680
OVEN 20
JETTY SINK
3000 CEILING 3030 CEILING REFER TO FUTURE
RL
LINEN C'BRD
1 2 3 4 5
TIMBER DN DETAIL.
0 KITCHEN
2 .65 00 WM
BBQ TIMBER .7 BELOW
RL 3000 CEILING L2
TILES R DRY
BELOW
PIZZA SINK SINK
BBQ FRZ FRD COOKTOP OVEN OVEN
OVEN
D2 50 ALUMINIUM SCREEN
HT W3 DP W2 HT
OUTDOOR
SHOWER TERRACE SERVICES
0
.65DP
TILES
STONE STEPPERS STONE STEPPERS STONE STEPPERS METER
L 2 STORAGE C'BRD BOX
EXTENDED TRACK
PLANTER PLANTER R HT
37.225
5190 9990 2600 7180
GROUND PLAN
PAUL CLOUT DESIGN GENERAL NOTES:
Suite 3, 44 MARY STREET, NOOSAVILLE CLIENT NAME: Hirsch
Use written dimensions only. DO NOT scale drawings. Contractors to verify all
PO BOX 152, NOOSAVILLE, QLD 4566. SITE ADDRESS: 13 Mermaid Quay, Noosaville
dimensions on site prior to commencing works. Site location is Category W41
BSA LICENCE: 1066417
or to engineer's requirements. These drawings are to be read in Section 40
conjunction
DRAWING TITLE: GROUND FLOOR PLAN SCALE: 1:100 ON A2
with engineer's design and details, the accompanying building specification and DRAWING DATE: 03/04/2024
schedule of finishes. If in doubt, please request clarification. DO NOT ASSUME.
PH: (07) 5440 5388
[email protected] STAGE: COUNCIL DRAWINGS
DRAWING No. 03
www.paulclout.com @COPYRIGHT PAUL CLOUT DESIGN PTY LTD.
The text continues on section 41.