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dewatering plan · OPW23/0189
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ADG Consulting Pty Ltd All Correspondence
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Dewatering Management Plan
Proposed Residential Development:
Lot 149 on N21859, 30 Mossman Court, Noosa Heads, Queensland
September 2023
Prepared for:
David & Craig Dodd
c/‐ SCG Consulting Engineers
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: ADG1580.23
ADG Project Contact: Michael Campbell
Report title: Dewatering Management Plan
Proposed Residential Development:
Lot 149 on N21859, 30 Mossman Court, Noosa Heads, Queensland
Version: Rev0
Author(s): ADG
Reviewer: Michael Campbell
Client: David & Craig Dodd
c/‐ SCG Consulting Engineers
Client contact: Tom Harrington – SCG Consulting Engineers
Distribution date: 28 September 2023
Distributed to: SCG Consulting Engineers
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: 28 September 2023
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 DOUGLAS PARTNERS PTY LTD 2021 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 10
5.7 NOMINATED HOLD POINTS 10
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
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7.4.2 ODOUR 17
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: PRELIMINARY CONCEPT PLANS
APPENDIX D: DEWATERING CALCULATION OUTPUT
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1 Introduction
ADG Consulting Pty Ltd (ADG) was engaged by David & Craig Dodd care of SCG Consulting Engineers (SCG)
to prepare a Dewatering Management Plan (DMP) for the proposed residential development within
property described as Lot 149 on N21859, situated at 30 Mossman Court, Noosa Heads, 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 610 m2 site. The supplied information indicates that excavations
will extend to a maximum depth of approximately 2.4 m below ground level (bgl; existing), corresponding
to a maximum excavation elevation of approximately RL ‐0.7 m AHD (assuming 400 mm basement slab
thickness). Localised deeper excavations may be required to facilitate other structural elements (i.e. pile
caps and footings), where required.
Groundwater depths have not yet been assessed, and it is understood that a geotechnical and acid sulfate
soil investigation for the site is planned in the near future and could be used to update the DMP with site
specific details at a later date, if required. Groundwater seepage was recorded at 1.6 m below ground
level (approx. 0.5 m AHD) during preliminary geotechnical works (drilling) on a neighbouring site by
Douglas Partners (2021). Standing groundwater levels are therefore conservatively expected to occur at
an approximate elevation of around RL 1.0 m AHD.
These conditions and the sites’ proximity to the adjacent Noosa canal (tidally connected part of Noosa
River catchment) suggest that dewatering of the site will be necessary to allow the basement to be
constructed in dry conditions. Based off information provided by SCG and ADG’s experience in the local
area, it is noted that acid sulfate soil conditions are likely to be present, which has the potential to affect
water quality during construction dewatering.
1.2 Relevant guidelines
The DMP was prepared with reference to the following documents:
Australian and New Zealand Guidelines for Fresh and Marine Water Quality. 2018. Australian and
New Zealand Governments and Australian state and territory governments (ANZG), Canberra ACT,
Australia.
Australian and New Zealand Guidelines for Fresh and Marine Water Quality. 2000. Australian and
New Zealand Environment and Conservation Council and Agriculture and Resource Management
Council of Australia and New Zealand (ANZECC/ARMCANZ).
Environmental Protection (Water & Wetland Biodiversity) Policy 2019. Department of Environment
and Science (DES), Queensland Government.
Noosa River environmental values and water quality objectives. 2022. Department of Environment
and Science (DES), Queensland Government.
Guidelines for Managing Risks in Recreational Water. 2018. Australian Government, National Health
and Medical Research Council (NHMRC).
Monitoring and Sampling Manual 2018, Version 2 June 2018. 2018. Department of Environment
and Science (DES).
Queensland Water Quality Guidelines 2009, Version 3. 2013. The Department of Environment and
Heritage Protection (DEHP).
1.3 General environmental duty
The Environmental Protection Act 1994 describes that all persons in Queensland have a “General
Environmental Duty” and that “a person must not carry out an activity that causes, or is likely to cause
environmental harm unless the person takes all reasonable and practicable measures to prevent or
minimise the harm”.
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The Act requires that appropriate action be taken to report that environmental harm is occurring or has
the potential to occur, unless the harm is authorised under an environmental protection policy, an
environmental management program, a development approval, or an environmental protection order.
This is known as the “Duty to Notify”. Failure to fulfil this duty is an offence and may result in prosecution.
1.4 DMP objectives
The objectives of the DMP are to:
Describe the dewatering methodology, groundwater treatment, monitoring and reporting
procedures to be employed at the site during dewatering activities.
Provide effective management procedures to prevent environmental harm resulting from the
discharge of extracted groundwater from the site.
1.5 Scope of work
To achieve the investigation objectives, the following scope of work was undertaken:
A desktop study including:
1. Review of the development proposal and proposed shoring/dewatering designs (where
available).
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 149 on N21859, and is situated at 30 Mossman Court, Noosa Heads,
Queensland. The site is understood to be currently occupied by a multistorey dwelling (Google
Streetview, 28 September 2023) which is planned to be demolished. The site is irregular in shape and has
an area of 610 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 Noosa River canal, then residential development
East Residential development.
South Mossman Court, then residential development, then Noosa River.
West Residential development, then Noosa River.
2.3 Topography
The site and surrounding land is considered to be generally level, with the site gently sloping towards the
Noosa River canal from the south to north. Surface elevations range from 2.20 m to between 1.7 m AHD.
Refer to Appendix C (Preliminary Concept Design ‐ Sections, 11/07/23).
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 volcanic and metamorphic as reference through the detailed surface
geology (accessed via Queensland Globe online, 28 September 2023).
The Acid Sulfate Soils (ASS) mapping layer 1:100,000 Redcliffe to Teewah categorises the site as ‘SDL’ or
‘Acid Sulfate on Disturbed Land’, indicating that the site is likely to contain acid sulfate soils (and potential
exists that partial or full treatment may have been undertaken), however limited field investigation has
been performed in this area (accessed via Queensland Globe online, 28 September 2023).
2.5 Hydrogeology
A search of groundwater bores licensed by DRDMW was conducted by ADG on 28 September 2023. 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 canal, the inferred
groundwater flow is to the north. Groundwater beneath the site is likely to be hydraulically connected to
the canal network and/or river, 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 SCG:
Preliminary Geotechnical Investigation, Proposed Residence, 38 Mossman Court, Noosa Heads.
2021. Douglas Partners Pty Ltd. Ref: 206126.00.R.001.
Preliminary Concept Design, Noosa Villa, Set dated 11 July 2023. Chris Clout Design.
A brief discussion of relevant soil and groundwater conditions is provided below.
3.1 Douglas Partners Pty Ltd 2021
A preliminary Geotechnical Investigation was undertaken at a nearby site situated at 38 Mossman Court
in July 2021 by Douglas Partners Pty Ltd (DP). This information has been used in preparing this report in
the interim until site‐specific geotechnical and acid sulfate soils information becomes available, and is
considered applicable given the short ~25 m horizontal distance between the two sites directly across
the cul‐de‐sac bulge.
3.1.1 Soils
A total of one (1) borehole (Bore 1) was drilled within the northern portion of the 38 Mossman Court site
(due to limited rig access) to 6.0 m below ground level (bgl). Two additional dynamic cone penetrometer
(DCP) tests were carried out within the southern portion of that site.
The subsurface profile encountered generally comprised medium dense silty sand fill overlying medium
dense to dense silty sand fill to approximately 0.9 m in depth. Natural medium dense silty sand was
encountered to 3.7 m depth overlying dense silty sand to 4.7 m depth. Very dense silty sands were
encountered to the termination depth of 6.0 m (Bore 1 only). DP reported that similar conditions were
reported within the DCP holes, with relatively loose conditions encountered to 1.5 m depth.
As part of the Preliminary Geotechnical Investigation (2021), Acid Sulfate Soil (ASS) samples were
collected at 0.25 m intervals in Bore 1 to 4.0 m depth. A total of sixteen (16) samples were collected for
ASS screening and four (4) samples were selected for further analysis by the Chromium Reducible Sulfur
suite (CRS). Titratable actual acidity (TAA) concentrations were reported to be between 9 moles H+/tonne
and 26 Moles H+/tonne, with one exceedance of the relevant QASSIT action criterion of 18 moles
H+/tonne in Bore 1 at 1.0 m depth. Therefore, actual acid sulfate soils (AASS) should be expected to be
present to at least 1.0 m depth bgl. Reported oxidisable sulfur concentrations reported as SCr ranged
from 0.06 %S to 0.18 %S, all above the relevant action criterion of 0.03% S. The results indicated the
presence of potential acid sulfate soils (PASS) to at least 3.25 m bgl.
ADG notes that the testing was limited to one borehole with ASS testing to 4.0 m depth. DP summarised
that within this depth profile both the existing sand fill and natural silty sands are considered to contain
ASS and that neutralisation, using ag lime or similar will be required at a rate of 9.5 kg/m3 for the upper
fill profile and at a rate of 12.5 kg/m3 for the natural silty sands on the site. In addition, to treatment of
the excavated soil, a guard layer of ag lime (rate 4 kg/m3) should be applied to the basement excavation.
It is expected that ASS impacted material will be excavated and removed from site for appropriate
treatment and disposal at a licenced facility due to available area constraints on site. Given that ASS
material has been identified within the locality sub‐soil profile, any leachate generated on the site must
be suitably treated/neutralised before leaving the site and must not be directly discharged to stormwater.
3.1.2 Groundwater
During drilling activities for a nearby Preliminary Geotechnical Investigation at 38 Mossman Court,
groundwater seepage/inflow was encountered at 1.60 m depth below the ground surface, which
corresponds to an elevation of approximately 0.5 m AHD (Douglas Partners, 2021).
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3.2 Groundwater quality
In the absence of any localised monitoring well data, and based on numerous groundwater investigations
and dewatering monitoring projects that have been undertaken by ADG throughout the Noosa Coast
Region and immediate locality 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 Noosa River canal adjacent to site.
Based on the stormwater mapping available via the Noosa Council Enterprise Mapping System
(Intramaps) there is a stormwater gully pit located south of 28 Mossman Court. This stormwater pit
terminates within the Noosa River (<40 m) directly north of the gully pit. The exact location of the
receiving waters/environment will be confirmed on commencement of dewatering; however, it is
considered most appropriate that the site will discharge directly north to the adjacent Noosa River canal.
The receiving environment in this location identifies as a moderately disturbed, middle estuary
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 are based on a moderately disturbed level of protection for enclosed
coastal/lower estuaries. 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.
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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
Total 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) ≤81
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
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Parameter Criteria
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 (canal).
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 excavation using a contiguous secant pile wall. Excavations to facilitate the construction of the
basement level will extend to a maximum of approximately 2.4 m below ground level, which corresponds
to a maximum elevation of ‐0.7 m AHD (assuming 400 mm basement slab thickness). Localised deeper
excavations may be required for construction of other structural elements (i.e. footings & pile caps). Refer
to Preliminary Concept Plans, Appendix C.
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 will be undertaken using a series of 40 mm diameter PVC spears installed to below maximum
excavation depth at 1.5 m intervals around the internal perimeter of the basement excavation.
The basement excavation must be dewatered to a minimum of 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 minimum of approximately 2.7 m to around ‐1.7 m AHD.
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 ADS) and known site‐
specific conditions. The following is applicable to the basement excavations spanning across the lot:
Approximate length of excavation = 18 m
Approximate width of excavation = 16 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)
The soil profile comprised predominantly of fine to medium sands, has a hydraulic conductivity of
8.2 m/day, or equivalent 0.0000949 L/sec (WA Calculator). The results of this 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 pumping radius of spears (m) 10
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.
However, it should be noted that the WA Calculator provides a conservative assessment of inflows to an
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excavation footprint based on area and depth, but does not take account of the method of perimeter
piling i.e. sheet pile/concrete secant wall, 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 pile 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 piled 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 available or 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
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 (SCG Consulting Engineers).
A plan showing the proposed basement extent 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 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
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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.
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, a 5 kL system will provide approximately eleven 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 sufficiently sized 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
1.1 of this report, a 23 kL sedimentation tank will provide approximately fifty‐four minutes retention time
following primary treatment of the extracted groundwater.
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
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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 must 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 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 stormwater 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
River canal) is to be confirmed, however it is anticipated to be directly north/adjacent of the site.
Background water quality monitoring of field parameters will also be conducted during each sampling
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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 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 for, 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
extracted groundwater, discharge water, Weekly ADG Consulting
Consultant
receiving waters and background waters
Laboratory analysis of samples recovered from Environmental
Weekly ADG Consulting
discharge water and receiving waters Consultant
Monitoring of field parameters in extracted Environmental
Weekly ADG Consulting
groundwater (pre‐treated) Consultant
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Laboratory analysis of samples recovered from Initially, then as Environmental
ADG Consulting
extracted groundwater (pre‐treated) required 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 ADG Consulting 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 ADG Consulting 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.
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
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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.
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 David & Craig Dodd care of SCG Consulting Engineers
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 David & Craig Dodd and SCG Consulting Engineers 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.
ADG1580.23 Dewatering Management Plan_Rev0_28.09.23 Page 19
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ADG Consulting Pty Ltd
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. Queensland
Government. Brisbane, Queensland, Australia.
DEHP. 2013. Queensland Water Quality Guidelines 2009, Version 3. Department of Environment and
Heritage Protection. Brisbane, Queensland, Australia.
DES. 2018. Monitoring and Sampling Manual 2018, Version 2 June 2018. Department of Environment and
Science. Brisbane, Queensland, Australia.
DES. 2022. Noosa River environmental values and water quality objectives. Department of Environment
and Science (DES), Queensland Government.
Douglas Partners. 2021. Preliminary Geotechnical Investigation, Proposed Residence, 38 Mossman Court,
Noosa Heads. Ref: 206126.00.R.001.
Government of Western Australia. 2023. Cone of Depression Cal;culator. Department of Water and
Environmental Regulation. Accessed 28 September 2023,
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 28
September 2023
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
ADG1580.23 Dewatering Management Plan_Rev0_28.09.23
Page 26
Figure 1 - Site and proposed monitoring locations (to be confirmed) A product of
Lot 149 on N21859, 30 Mossman Court, Noosa Heads, QLD
26°23'23"S 153°4'49"E 26°23'23"S 153°5'8"E
Legend located on next page
0 50 metres
Scale: 1:1806
Printed at: A3
Print date: 28/9/2023
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 2023. 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°23'37"S 153°4'49"E 26°23'37"S 153°5'8"E Department of Resources
Page 27
Figure 1 - Site and proposed monitoring locations (to be confirmed)
Lot 149 on N21859, 30 Mossman Court, Noosa Heads, QLD
Legend Attribution
Includes material © State of Queensland (Department of Resources); ©
Places: Land parcel Commonwealth of Australia (Geoscience Australia); © 21AT, © Earth-i, all rights
reserved, 2023.
Site - Lot 149 on N21859
© State of Queensland (Department of Resources) 2021
Places: My Places
© State of Queensland (Department of Resources) 2023
Site Discharge
Receiving Waters
Background Waters
Cities and Towns
Road Crossing
Bridge
Tunnel
Road
Highway
Main
Local
Private
Railway
Page 28
ADG Consulting Pty Ltd Appendix B: DRDMW licenced bore search ADG1580.23 Dewatering Management Plan_Rev0_28.09.23
Page 29
DRDMW Licensed Bore Search A product of
200 m radius
26°23'22"S 153°4'45"E 26°23'22"S 153°5'9"E
Legend located on next page
0 50 metres
Scale: 1:2256
Printed at: A3
Print date: 28/9/2023
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 2023. 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°23'39"S 153°4'45"E 26°23'39"S 153°5'9"E Department of Resources
Page 30
DRDMW Licensed Bore Search
200 m radius
Legend Attribution
Includes material © State of Queensland (Department of Resources); ©
Registered water bores [RDMW Road Crossing Commonwealth of Australia (Geoscience Australia); © 21AT, © Earth-i, all rights
and private] reserved, 2023.
Bridge
© State of Queensland (Department of Resources) 2021
Artesian bore Tunnel
Artesian bore (abandoned but © State of Queensland (Regional Development, Manufacturing and Water) 2021
useable)
Road
© State of Queensland (Department of Resources) 2023
Artesian bore (abandoned and Highway
destroyed) Main
Artesian bore, ceased to flow Local
Private
Artesian bore, ceased to flow
(abandoned but useable
Cities and Towns
Artesian bore, ceased to flow
(abandoned and destroyed)
Sub-artesian facility Railway
Sub-artesian facility (abandoned
but useable)
Sub-artesian facility (abandoned
and destroyed)
Surface water facility
Surface water facility (abandoned
but useable)
Surface water facility (abandoned
and destroyed)
Places: Land parcel
Site - Lot 149 on N21859
Places: My Places
200 m radius
Page 31
ADG Consulting Pty Ltd Appendix C: Preliminary Concept Plans ADG1580.23 Dewatering Management Plan_Rev0_28.09.23
Page 32
NOOSA VILLA
CLIENT NAME: DAVID & CRAIG DODD PROJECT NAME: NOOSA VILLA
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 30 Mossman Court, 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: 11/07/23 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: COSTING GUIDLINE:
AW - AWNING WINDOW CO - COFFEE MACHINE N - NICHE SLD - SLIDING DOOR LOWER FLOOR: 299m² 703m² x $8000 = $5,624,000
GROUND FLOOR: 188m² 703m² x $10000 = $7,030,000
B - BATH FD - FRENCH DOORS OV - OVEN SLW - SLIDING WINDOW UPPER FLOOR: 216m²
NOT INCLUDING TERRACES
BFD - BI-FOLD DOOR FR - FRIDGE P - PANTRY T - TUB GFA= 703m² OR POOLS
BFW - BI-FOLD WINDOW FP - FIXED PANEL WINDOW SH - SHOWER V - VANITY BASIN SITE = 234.7/ 609.5
SITE COVER =38.5%
CT - COOK TOP L - LOUVER WINDOW S - SINK WC - WATER CLOSET
30 MOSSMAN COURT, NOOSA
HEADS, QLD 4567
AREA = 609.56M2
ORTH
N
www.chriscloutdesign.com.au
A: OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567
EXISTING
PONTOON E: [email protected]
LOCATION P: (07) 54748 107
3
C3.1 BSA LICENCE: 1127508
20
27
00
20
GENERAL NOTES:
FLAT ROOF Use written dimensions only. DO NOT scale
drawings. Contractors to verify all dimensions
on site prior to commencing works. Site
location in accordance with engineers details.
These drawings are to be read in conjunction
with engineers design and details, the
23 accompanying building specification and
32 schedule of finishes. If in doubt, please
request clarification. DO NOT ASSUME.
POOL BELOW
PROJECT:
Proposed New Residence
5684 PROJECT NAME:
NOOSA VILLA
FLAT ROOF
UNDERGROUND
LPG TANK CLIENT:
DAVID & CRAIG DODD
W/M
SITE ADDRESS:
30 Mossman Court, Noosa Heads, Qld 4567
ENTRY RAMP BELOW
DRAWING TITLE:
SITE PLAN
4
C3.1
DATE:
11/07/23
1
SOLAR LOCATION DRIVEWAY BELOW
C3.0 SCALE:
1 : 100 @ A3
DRAWN BY:
C.CLOUT
ISSUE:
PRELIMINARY CONCEPT
8022
2000
DRAWING NO:
C1.0
Page 34
KEY: AREAS: COSTING GUIDLINE:
AW - AWNING WINDOW CO - COFFEE MACHINE N - NICHE SLD - SLIDING DOOR LOWER FLOOR: 299m² 703m² x $8000 = $5,624,000
GROUND FLOOR: 188m² 703m² x $10000 = $7,030,000
B - BATH FD - FRENCH DOORS OV - OVEN SLW - SLIDING WINDOW UPPER FLOOR: 216m²
NOT INCLUDING TERRACES
BFD - BI-FOLD DOOR FR - FRIDGE P - PANTRY T - TUB GFA= 703m² OR POOLS
BFW - BI-FOLD WINDOW FP - FIXED PANEL WINDOW SH - SHOWER V - VANITY BASIN SITE = 234.7/ 609.5
SITE COVER =38.5%
CT - COOK TOP L - LOUVER WINDOW S - SINK WC - WATER CLOSET
30 MOSSMAN COURT, NOOSA
HEADS, QLD 4567
AREA = 609.56M2
ORTH
N
EN
C RE www.chriscloutdesign.com.au
S A: OFFICE 1/20 DUKE STREET
IA
ED SUNSHINE BEACH, QLD 4567
M
E: [email protected]
P: (07) 54748 107
3
CINEMA
5.2 x 5.1 C3.1 BSA LICENCE: 1127508
20
18
0m
27
m
M
IR
00
RO
20
R
W
AL
L
GYM
4.4 x 3.8
IN OL
W
DO
W PO
GENERAL NOTES:
G
Use written dimensions only. DO NOT scale
LA
drawings. Contractors to verify all dimensions
SAUNA
SS
on site prior to commencing works. Site
W
1.4 x 2.1 location in accordance with engineers details.
AL
WC
L
These drawings are to be read in conjunction
W
DO L
D with engineers design and details, the
W POO
POOL ABOVE
CB accompanying building specification and
IN schedule of finishes. If in doubt, please
request clarification. DO NOT ASSUME.
LIFT BATH
1.5 x 3.6
PROJECT:
17 Proposed New Residence
OW
STORE
W I OOL
16
15
ND
1.4 x 3.6
P
14
13
12 6272 PROJECT NAME:
11
NOOSA VILLA
10
ALL
9
SS W
8
7 PLANTER
283.5 sq m CLIENT:
GLA
6
5 DAVID & CRAIG DODD
SPA ABOVE 4
3 W/M
4 CAR GARAGE 2 SITE ADDRESS:
13.1 x 16.2 1
UP 30 Mossman Court, Noosa Heads, Qld 4567
DRAWING TITLE:
GL OOR
D
AS
LOWER FLOOR PLAN
S 4
DATE:
E
C3.1
GAT
CAR TURN TABLE 11/07/23
ING
1
PANEL LIFT DOOR
SLID
DRIVEWAY C3.0 SCALE:
STORE 1 : 100 @ A3
2.3 x 4.4
DRAWN BY:
27 46
C.CLOUT
ISSUE:
PRELIMINARY CONCEPT
SEWER
2 8350
2000
DRAWING NO:
C3.0
C1.1
Page 35
KEY: AREAS: COSTING GUIDLINE:
AW - AWNING WINDOW CO - COFFEE MACHINE N - NICHE SLD - SLIDING DOOR LOWER FLOOR: 299m² 703m² x $8000 = $5,624,000
GROUND FLOOR: 188m² 703m² x $10000 = $7,030,000
B - BATH FD - FRENCH DOORS OV - OVEN SLW - SLIDING WINDOW UPPER FLOOR: 216m²
NOT INCLUDING TERRACES
BFD - BI-FOLD DOOR FR - FRIDGE P - PANTRY T - TUB GFA= 703m² OR POOLS
BFW - BI-FOLD WINDOW FP - FIXED PANEL WINDOW SH - SHOWER V - VANITY BASIN SITE = 234.7/ 609.5
SITE COVER =38.5%
CT - COOK TOP L - LOUVER WINDOW S - SINK WC - WATER CLOSET
30 MOSSMAN COURT, NOOSA
HEADS, QLD 4567
AREA = 609.56M2 DN
RTH
P
M
NO RA
www.chriscloutdesign.com.au
A: OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567
E: [email protected]
RA
TERRACE
M
P: (07) 54748 107
P
4.5 x 3.0
DN
3
PO
L
OL
OUTDOOR C3.1 BSA LICENCE: 1127508
FE
SHOWER
NC
E
20
27 SL
D
0. m
GA
3m
0. m
TE
6
0.
9
00
20
FAMILY
SL
6.0 x 5.3
D
L
GENERAL NOTES:
Use written dimensions only. DO NOT scale
TV
R drawings. Contractors to verify all dimensions
BA
/F
on site prior to commencing works. Site
IR
D
E
location in accordance with engineers details.
D
TV
CB
SL
POOL These drawings are to be read in conjunction
/F
IR
2.4 x 10.8 with engineers design and details, the
E
accompanying building specification and
SL
schedule of finishes. If in doubt, please
W
request clarification. DO NOT ASSUME.
LIFT
STUDY
CE
SL
3.6 x 3.3
EN
PROJECT:
D
LIVING
F
17 Proposed New Residence
OL
6.0 x 6.2 N
16 D
PO
15
14 D
13 SL 6272
12 PROJECT NAME:
11
10 NOOSA VILLA
9
8 UNDERGROUND
0.9m
7
SLD
0.6m LPG TANK CLIENT:
6 VOID
0.3m DAVID & CRAIG DODD
5
SPA 4
1.8 x 1.8
3 W/M
2
1 163.1 sq m GATE
SITE ADDRESS:
UP 30 Mossman Court, Noosa Heads, Qld 4567
DINING FP
E
GAT
6.0 x 3.8 ENTRY RAMP
OR
ENTRY
GLASS DO
POOL FENCE DRAWING TITLE:
4.1 x 2.4
GROUND FLOOR PLAN
E
LUSTRAD
GLASS BA
4
DATE:
E
C3.1
GAT
11/07/23
ING
1
SLD
TERRACE
SLID
4.5 x 3.0 V C3.0 SCALE:
DRIVEWAY BELOW
S S 1 : 100 @ A3
PANTRY PDR LAUNDRY SLW
1.6 x 3.8 1.5 x 3.8 2.4 x 3.8
LINEN
KITCHEN WC
6.0 x 4.0 DRAWN BY:
C.CLOUT
CT SH E
BBQ W/M LUSTRAD
SLW L GLASS BA
ISSUE:
PRELIMINARY CONCEPT
8601 SEWER
DRYNG
2
2000
5.2 x 1.5 RAMP DN
DRAWING NO:
C3.0 W/M
C1.2
Page 36
KEY: AREAS: COSTING GUIDLINE:
AW - AWNING WINDOW CO - COFFEE MACHINE N - NICHE SLD - SLIDING DOOR LOWER FLOOR: 299m² 703m² x $8000 = $5,624,000
GROUND FLOOR: 188m² 703m² x $10000 = $7,030,000
B - BATH FD - FRENCH DOORS OV - OVEN SLW - SLIDING WINDOW UPPER FLOOR: 216m²
NOT INCLUDING TERRACES
BFD - BI-FOLD DOOR FR - FRIDGE P - PANTRY T - TUB GFA= 703m² OR POOLS
BFW - BI-FOLD WINDOW FP - FIXED PANEL WINDOW SH - SHOWER V - VANITY BASIN SITE = 234.7/ 609.5
SITE COVER =38.5%
CT - COOK TOP L - LOUVER WINDOW S - SINK WC - WATER CLOSET
30 MOSSMAN COURT, NOOSA
HEADS, QLD 4567
AREA = 609.56M2
ORTH
N
www.chriscloutdesign.com.au
A: OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567
E: [email protected]
P: (07) 54748 107
L 3
TERRACE C3.1 BSA LICENCE: 1127508
L
1.0 x 5.3
L
D
SL
20
L
27
00
L
20
L MASTER 2
4.7 x 5.3
L
V
D GENERAL NOTES:
SL
V
Use written dimensions only. DO NOT scale
drawings. Contractors to verify all dimensions
FP on site prior to commencing works. Site
ENS L
location in accordance with engineers details.
B 4.0 x 4.0 These drawings are to be read in conjunction
L with engineers design and details, the
23 SH accompanying building specification and
32 GUEST 3 schedule of finishes. If in doubt, please
4.7 x 4.2 request clarification. DO NOT ASSUME.
L LIFT
POOL BELOW
BE
PROJECT:
L
RO
17
D
N ROBE Proposed New Residence
16 WC 1.7 x 3.8
15
14
13 6112
12 PROJECT NAME:
11
10 NOOSA VILLA
9
8 UNDERGROUND
FP 7 LPG TANK
VOID CLIENT:
GUEST 2 6
4.7 x 4.6 5 DAVID & CRAIG DODD
4
3 W/M
BE
2
SITE ADDRESS:
1
RO
221.7 sq m 30 Mossman Court, Noosa Heads, Qld 4567
L
DRAWING TITLE:
L
UPPER FLOOR PLAN
FP
4
C3.1
DATE:
LINEN
11/07/23
SH SH
TERRACE B ROBE 1
1.0 x 5.3 2.6 x 1.5
MASTER V C3.0 SCALE:
4.7 x 5.3 DRIVEWAY BELOW
1 : 100 @ A3
D
ENS BATH
SL
WC
3.4 x 4.0
ROBE 1.5 x 3.8 SH GUEST 1
1.7 x 3.5
WC 3.8 x 3.8
DRAWN BY:
ENS
C.CLOUT
38 99 2.6 x 2.1
SH V
L WC
L L L L V V L L L L L L L L L
ISSUE:
PRELIMINARY CONCEPT
8601 SEWER
2 DRYING BELOW
2000
DRAWING NO:
C3.0
C1.3
Page 37
www.chriscloutdesign.com.au
A: OFFICE 1/20 DUKE STREET
SUNSHINE BEACH, QLD 4567
E: [email protected]
P: (07) 54748 107
BSA LICENCE: 1127508
SOUTH ELEVATION
SCALE: 1 : 100 GENERAL NOTES:
Use written dimensions only. DO NOT scale
drawings. Contractors to verify all dimensions
on site prior to commencing works. Site
location in accordance with engineers details.
These drawings are to be read in conjunction
with engineers design and details, the
accompanying building specification and
schedule of finishes. If in doubt, please
request clarification. DO NOT ASSUME.
PROJECT:
Proposed New Residence
PROJECT NAME:
NOOSA VILLA
CLIENT:
DAVID & CRAIG DODD
SITE ADDRESS:
30 Mossman Court, Noosa Heads, Qld 4567
DRAWING TITLE:
ELEVATIONS
DATE:
11/07/23
SCALE:
1 : 100 @ A3
DRAWN BY:
C.CLOUT
NORTH ELEVATION
SCALE: 1 : 100 ISSUE:
PRELIMINARY CONCEPT
DRAWING NO:
C2.0
Page 38
EAST ELEVATION
SCALE: 1 : 100
WEST ELEVATION
SCALE: 1 : 100
CLIENT NAME: DAVID & CRAIG DODD PROJECT NAME: NOOSA VILLA
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 30 Mossman Court, 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: 11/07/23 SCALE: 1 : 100 @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C2.1
Page 39
EXISTING RETAINING WALL
8m HEIGHT LIMIT
600
UPPER FLOOR PP UPPER FLOOR PP
8800 8800
BOUNDARY
BOUNDARY
2700
2700
MASTER ENS ROBE BATH ROBE GUEST 1
UPPER FLOOR PLAN RL 6100 UPPER FLOOR PLAN
6100 6100
700
700
GROUND FLOOR PP GROUND FLOOR PP
5400 5400
2700
2700
TERRACE KITCHEN PANTRY PDR LAUNDRY
1M ABOVE NATURAL GROUND LEVEL
RL 2700 GROUND FLOOR PLAN
600
600
2700
LOWER FLOOR CEILING EXISTING GROUND LEVEL
2100
NATURAL GROUND LEVEL
2400
2400
STORE 4 CAR GARAGE
LOWER FLOOR PLAN RL -300 LOWER FLOOR PLAN
-300 -300
SECTION 1
SCALE: 1 : 100
EXISTING RETAINING WALL 8m HEIGHT LIMIT
BOUNDARY
UPPER FLOOR PP UPPER FLOOR PP
8800 8800
BOUNDARY
2700
2700
2700
GUEST 2 ROBE
UPPER FLOOR PLAN RL 6100 UPPER FLOOR PLAN
6100 6100
700
700
700
GROUND FLOOR PP GROUND FLOOR PP
5400 5400
2700
2700
2700
LIVING DINING KITCHEN
1M ABOVE NATURAL GROUND LEVEL
RL 2700 GROUND FLOOR PLAN
600
600
600
2700
LOWER FLOOR CEILING EXISTING GROUND LEVEL
2100
NATURAL GROUND LEVEL
2400
2400
2400
4 CAR GARAGE
LOWER FLOOR PLAN RL -300 LOWER FLOOR PLAN
-300 -300
SECTION 2
SCALE: 1 : 100
CLIENT NAME: DAVID & CRAIG DODD PROJECT NAME: NOOSA VILLA
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 30 Mossman Court, 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: SECTIONS
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE: 11/07/23 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 40
8m HEIGHT LIMIT
UPPER FLOOR PP UPPER FLOOR PP
8800 8800
BOUNDARY
BOUNDARY
2700
2700
2700
MASTER 2 GUEST 3 GUEST 2 MASTER
UPPER FLOOR PLAN RL 6100 UPPER FLOOR PLAN
6100 6100
700
700
700
GROUND FLOOR PP GROUND FLOOR PP
5400 5400
FAMILY LIVING DINING KITCHEN
2700
2700
2700
1M ABOVE NATURAL GROUND LEVEL
RL 2700 GROUND FLOOR PLAN
600
600
600
2700
LOWER FLOOR CEILING EXISTING GROUND LEVEL
2100
NATURAL GROUND LEVEL
2400
2400
2400
GYM 4 CAR GARAGE
LOWER FLOOR PLAN RL -300 LOWER FLOOR PLAN
-300 -300
SECTION 3
SCALE: 1 : 100
8m HEIGHT LIMIT
BOUNDARY
UPPER FLOOR PP UPPER FLOOR PP
8800 8800
BOUNDARY
2700
2700
2700
MASTER 2 ENS ROBE
UPPER FLOOR PLAN RL 6100 UPPER FLOOR PLAN
6100 6100
700
700
700
GROUND FLOOR PP GROUND FLOOR PP
5400 5400
2700
2700
2700
TERRACE FAMILY STUDY
LEVEL
1M ABOVE NATURAL GROUND
RL 2700 GROUND FLOOR PLAN
600
600
600
EXISTING GROUND LEVEL 2700
LOWER FLOOR CEILING
2100
NATURAL GROUND LEVEL
2400
2400
2400
CINEMA GYM SAUNA BATH STORE
LOWER FLOOR PLAN RL -300 LOWER FLOOR PLAN
-300 -300
SECTION 4
SCALE: 1 : 100
CLIENT NAME: DAVID & CRAIG DODD PROJECT NAME: NOOSA VILLA
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 30 Mossman Court, 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: SECTIONS
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE: 11/07/23 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 41
KEY: AREAS: COSTING GUIDLINE:
AW - AWNING WINDOW CO - COFFEE MACHINE N - NICHE SLD - SLIDING DOOR LOWER FLOOR: 299m² 703m² x $8000 = $5,624,000
GROUND FLOOR: 188m² 703m² x $10000 = $7,030,000
B - BATH FD - FRENCH DOORS OV - OVEN SLW - SLIDING WINDOW UPPER FLOOR: 216m²
NOT INCLUDING TERRACES
BFD - BI-FOLD DOOR FR - FRIDGE P - PANTRY T - TUB GFA= 703m² OR POOLS
BFW - BI-FOLD WINDOW FP - FIXED PANEL WINDOW SH - SHOWER V - VANITY BASIN SITE = 234.7/ 609.5
SITE COVER =38.5%
CT - COOK TOP L - LOUVER WINDOW S - SINK WC - WATER CLOSET
30 MOSSMAN COURT, NOOSA
HEADS, QLD 4567
AREA = 609.56M2
ORTH
N
Area Area
299 m²
188 m²
LOWER FLOOR PLAN GROUND FLOOR PLAN
SCALE: 1 : 250 SCALE: 1 : 250
SITE COVER
Area 245m2/609m2
216 m²
40.2% W/M
UPPER FLOOR PLAN SITE COVER PLAN
SCALE: 1 : 250 SCALE: 1 : 250
CLIENT NAME: DAVID & CRAIG DODD PROJECT NAME: NOOSA VILLA
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 30 Mossman Court, 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: AREAS
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE: 11/07/23 SCALE: As indicated @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C4.0
Page 42
CLIENT NAME: DAVID & CRAIG DODD PROJECT NAME: NOOSA VILLA
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 30 Mossman Court, 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: 1M ABOVE NGL
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE: 11/07/23 SCALE: @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C5.0
Page 43
00
30
30
00
00
50
BO
UN
DA
RY
00
PROPOSED
35
PONTOON
LOCATION
00
35
PILLARS FOR
BOAT
PILLARS FOR
BOAT
EXISTING
PONTOON
LOCATION
W/M
CLIENT NAME: DAVID & CRAIG DODD PROJECT NAME: NOOSA VILLA
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors to verify all SITE ADDRESS: 30 Mossman Court, 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: PROPOSED JETTY DESIGN
E: [email protected] and details, the accompanying building specification and schedule of finishes. If in doubt, DRAWING DATE: 11/07/23 SCALE: 1 : 200 @ A3 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508 please request clarification. DO NOT ASSUME.
ISSUE: PRELIMINARY CONCEPT C6.0
Page 44
ADG Consulting Pty Ltd Appendix D: Dewatering calculation output ADG1580.23 Dewatering Management Plan_Rev0_28.09.23
Page 45
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 Preliminary assessment of the radial extent of the cone of depression and pumping rates and times for all Related page sing the risk of disturbing acid sulfate soils in potential acid sulfate vat s is critical for a: i i dewatering operations is critical for a Acid sulfate soils soil areas Broad-scale acid sulfate soil risk maps for severe! coastal regions of WA are accessible via Data WA Provided by Empirical methods to calculate the radial extent of the groundwater cone of depression and pumping rates Department of Water and Environmental and times for dewatering operations are outlined in National Acid Sulfate Soils Guidance: Guidance for the Requisition dewatering of acid sulfate soils in shallow groundwater environments Share Calculator fving Input Length of excavation metres Width of excavation metres Drawdown required: 27 metres Aquifer thickness'!! 10 metres Hydraulic conductivity: 0.0000949 metres/second Results Effective pumping radius, Re 10 metres Gone of depression radius, R,, 79 metres Total pumping rate litres/second Pumping time required 177 hours
Used in these records
dewatering plan.pdfRelated documentApplication case desk ↗
Dewatering Plan.pdfRelated documentApplication case desk ↗
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