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ADG Dewatering Management Plan · OPW21/0315
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ADG Consulting Pty Ltd All Correspondence
ACN: 630 555 225 PO Box 6405
ABN: 98 630 555 225 Yatala DC QLD 4207
P 07 3801 1564
E [email protected]
W adgconsulting.com.au
Dewatering Management Plan
Proposed Residential Development:
Lot 16 on N10576, 33 Wyuna Drive, Noosaville, Queensland
October 2021
Prepared for:
Michelle and Franco DePasquale
c/- Chris Clout Design
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: ADG1290.21
ADG Project Contact: Michael Campbell
Report title: Dewatering Management Plan
Proposed Residential Development:
Lot 16 on N10576, 33 Wyuna Drive, Noosaville, Queensland
Version: Rev0
Author(s): David Knight
Reviewer: Michael Campbell
Client: Michelle and Franco DePasquale
c/- Chris Clout Design
Client contact: Joel Zauss
Distribution date: 12 October 2021
Distributed to: Australian Dewatering Systems
Copies: 1 PDF
ADG Consulting Pty Ltd
David Knight BEnvSc Michael Campbell BEnvSc, BSc[Hons],
MALGA DipProjMgt, DipOHS, DipBusMgt, DipBus(Quality Auditing)
Environmental Scientist MEIANZ, MALGA, MASSI
Director & Principal Environmental Scientist
Date: 12 October 2021
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 1
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 2020 4
3.1.1 SOILS 4
3.1.2 GROUNDWATER 4
3.2 GROUNDWATER QUALITY 4
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
5.3.2 DEWATERING DISCHARGE RATE BASED ON STORMWATER SYSTEM SIZE (ESTIMATION) 10
5.3.3 CONCLUSIONS ON EXPECTED EXTRACTION RATES 10
5.4 DEWATERING DURATION 10
5.5 GROUNDWATER DRAWDOWN 10
5.6 GROUNDWATER TREATMENT 10
6 WATER QUALITY MANAGEMENT 11
6.1 RESPONSIBILITY 11
6.2 OPERATIONAL POLICY 11
6.3 PERFORMANCE CRITERIA 11
6.4 IMPLEMENTATION STRATEGY 11
6.4.1 GROUNDWATER TREATMENT SYSTEMS 11
6.4.2 DEWATERING STRATEGY 12
6.4.3 INITIAL PUMP-OUT 12
6.5 MONITORING 12
6.5.1 VISUAL MONITORING 12
6.5.2 WATER QUALITY MONITORING 12
6.5.3 MONITORING RESPONSIBILITIES 13
6.6 MAINTENANCE 14
6.7 REPORTING 14
6.8 CONTINGENCIES 14
7 NOISE & ODOUR MANAGEMENT 16
7.1 RESPONSIBILITY 16
7.2 OPERATIONAL POLICY 16
7.3 PERFORMANCE CRITERIA 16
7.4 IMPLEMENTATION STRATEGY 16
7.4.1 NOISE 16
7.4.2 ODOUR 16
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7.5 MONITORING 16
7.6 REPORTING 16
7.7 CONTINGENCIES 16
8 LIMITATIONS 17
9 REFERENCES 18
APPENDIX A: FIGURES
APPENDIX B: DRDMW LICENCED BORE SEARCH
APPENDIX C: DEWATERING DETAILS PLAN (PRELIMINARY DRAFT)
APPENDIX D: DEWATERING CALCULATION OUTPUT
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1 Introduction
ADG Consulting Pty Ltd (ADG) was engaged by Chris Clout Design (CCD) on behalf of Michelle and Franco
DePasquale to prepare a Dewatering Management Plan (DMP) for the proposed residential development
within property described as Lot 16 on N10576, situated at 33 Wyuna Drive, Noosaville, Queensland.
1.1 Proposed development
The proposed development comprises the construction of a two-storey apartment building over a single-
level in-ground basement carpark. Supplied information indicates that excavations to facilitate the
basement construction will extend to a maximum of approximately 3.1 m below existing ground level
(bgl) to approximately -0.8 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.
Groundwater seepage was recorded at 2.35m m below the ground surface (unknown elevation relative
to m AHD), during preliminary geotechnical works (drilling) on the site by Douglas Partners. Given the
sites proximity to the Noosa River and the presence of groundwater, 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.
− Environmental Protection (Water) Policy 2009, Noosa River environmental values and water
quality objectives. 2010. Department of Environment and Resource Management (DERM),
Queensland Government.
− Guidelines for Managing Risks in Recreational Water. 2018. Australian Government, National
Health and Medical Research Council (NHMRC).
− Monitoring and Sampling Manual 2018, Version 2 June 2018. 2018. Department of Environment
and Science (DES).
− Queensland Water Quality Guidelines 2009, Version 3. 2013. The Department of Environment
and Heritage Protection (DEHP).
1.3 General environmental duty
The Environmental Protection Act 1994 describes that all persons in Queensland have a “General
Environmental Duty” and that “a person must not carry out an activity that causes, or is likely to cause
environmental harm unless the person takes all reasonable and practicable measures to prevent or
minimise the harm”.
The Act requires that appropriate action be taken to report that environmental harm is occurring or has
the potential to occur, unless the harm is authorised under an environmental protection policy, an
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:
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− 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 500 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 16 on N10576, and is situated at 33 Wyuna Drive, Noosaville, Queensland.
From most recent available aerial mapping dated 5 July 2021, the site contains a multi storey residential
dwelling planned for demolition and is generally rectangular in shape. The site has a combined area of
614.25 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.
East Single residential lot, then Noosa River.
South Wyuna Drive, then multiple residential lots.
West Multi residential lots, 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 to the north with surface elevations ranging between approximately 2.4 m to 1.11 m AHD
from the southern boundary toward the north-eastern corner of the site (Douglas Partners, Drawing No.
95120.00, Drawing No: 1, September 2020).
2.4 Geology & soils
The surface geology at the site is mapped as being Pleistocene aged sandy mud, muddy sand and minor
gravel: estuarine channels and banks. The dominant rock type is identified as miscellaneous
unconsolidated sediments as referenced through detailed surface geology (accessed via Queensland
Globe online, 10 September 2021)
The Acid Sulfate Soils (ASS) map 1:25,000 Redcliffe to Teewah – Map 2 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 (DNRM 2002).
2.5 Hydrogeology
A search of groundwater bores licensed by DRDMW was conducted by ADG on 10 September 2021. The
search identified no licensed bores within a 500 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. Groundwater beneath the site is likely to be hydraulically connected to
the 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 Chris Clout
Designs:
− Preliminary Geotechnical Investigation, Proposed Residence 33 Wyuna Drive, Noosaville. 2020.
Douglas Partners Pty Ltd. Ref: 95120.00.R.001.
A brief discussion of relevant soil and groundwater conditions is provided below.
3.1 Douglas Partners Pty Ltd 2020
A preliminary Geotechnical Investigation was undertaken at the site in September 2020 by Douglas
Partners Pty Ltd (Douglas).
3.1.1 Soils
A total of one (1) borehole (BH1) was drilled on the proposed development footprint to 6.0 m below
ground level (bgl).
The subsurface profile encountered is generally described as loose to medium dense brown, orange-
brown grey sand fill to 2.35 m depth. Underlaying the fill layer were natural sands starting with a relative
density of medium dense grey silty sand to 3.3 m depth, then a layer of medium dense, dense to very
dense grey sands to 4.9 m depth. A layer of very dense (indurated) dark brown silty sand was encountered
until the termination depth of 6.0 m.
As part of the Preliminary Geotechnical Investigation (2020), Acid Sulfate Soil (ASS) samples were
collected at 0.25m intervals in BH1 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).
ADG notes that the testing was limited to one borehole and with ASS testing to 4.0 m depth and DP
reports that within this depth profile both the existing sand fill and natural silty sand are considered to
be acidic. However only the natural sands are considered to contain PASS. The PASS is not likely attributed
to sulfides, but rather naturally occurring acidity commonly found in non-ASS soils.
3.1.2 Groundwater
During drilling activities for the Preliminary Geotechnical Investigation, groundwater seepage/inflow was
encountered at 2.35 m depth below the ground surface (unknown elevation relative to m AHD) (Douglas
Partners, 2020).
3.2 Groundwater quality
ADG is of the opinion that localised monitoring well data can often be misleading and does not always
accurately represent the properties of the groundwater that will be extracted and treated from the entire
site and local surrounds during dewatering. Therefore, based on numerous groundwater investigations
and dewatering monitoring projects that have been undertaken by ADG throughout the Sunshine/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.
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− 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 either to the local stormwater network on Wyuna
Drive via a stormwater gully pit, or directly into the Noosa River adjacent to site. Based on the stormwater
mapping available via the Noosa Council Enterprise Mapping System (Intramaps) there is a stormwater
gully pit located approximately 40 m to the southeast of the site along Wyuna Drive. This stormwater pit
terminates within the Noosa River (<40 m) directly east of the gully pit. 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, 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. 2019. Noosa River
environmental values and water quality objectives. DES.
− Environmental Protection (Water) Policy 2009, Noosa River environmental values and water
quality objectives. 2010. DERM.
− 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 (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.
DERM (2010) 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
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guideline values are triggers to further action, are inherently conservative, and that the response to non-
compliance should match the magnitude and impacts (if any) of the exceedance.
Regardless of the WQOs adopted in this DMP, the General Environmental Duty set out in the EP Act is
paramount, which requires that “a person must not carry out an activity that causes or is likely to cause
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
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.
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) <201
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 152
Mercury 0.42
Totals metals (µg/L)
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Parameter Criteria
Aluminium No ANZG criteria / 2003
Iron No ANZG criteria / 3003
Table notes:
1. DERM (2010). Noosa River environmental values and water quality objectives (middle estuary waters).
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 interlocking steel sheet piles. Excavations to facilitate the construction of the
basement will extend to approximately 3.1 m below ground level, which corresponds to a maximum
elevation of -0.8 m AHD. Localised deeper excavations may be required for construction of other
structural elements (i.e. footings & pile caps).
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 6.0 m length, 40 mm diameter PVC spears installed to
below maximum excavation depth at 1.5 m intervals around the internal and external perimeter of the
basement excavation.
The basement excavation must be dewatered to a minimum of 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 1.8 m to around -1.8 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 = 26 m
− Approximate width of excavation = 20 m
− Reduction in depth of groundwater across the basement footprint/excavation = 1.8 m
− Approximate depth of saturated aquifer = 16 m (standardised conservative value applied)
The soil profile of comprised predominantly of fine to medium sands, which has a hydraulic conductivity
of 8.2 m/day, or equivalent 0.0000949 L/sec (WA Calculator). The results of the calculation are shown in
Table 4 below, and a copy of the output is provided in Appendix D.
Table 4 Dewatering extraction rate results
Output Result
Dewatering radius of influence (m) 53
Discharge rate (L/sec) 12
Discharge rate (L/hr) 43,200
Establishment of cone of depression (hours) 25
Based on the above inputs, a groundwater flow rate of approximately 12 L/sec or 720 L/min or
43,200 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
excavation footprint based on area and depth, but does not take account of the method of perimeter
piling i.e steel 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
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depression of the water table is limited to much closer to the spear point dewatering spears (generally
within 3 to 10 m from the sheet pile wall in fine-medium grained sands, depending on density of the
strata).
5.3.2 Dewatering discharge rate based on stormwater system size (estimation)
It is expected that the stormwater network on Wyuna Drive (designated stormwater discharge location)
has a maximum flow capacity of approximately 81 L/sec (i.e. based on a 300 mm diameter stormwater
network pipe and an unknown install grade, calculated using minimum grade of 0.5 % as per AS 3500.3,
however likely to be greater).
A conservative estimate of 12 L/sec or 43,200 L/hr has been calculated by ADG – refer to Section 5.3.1
above.
5.3.3 Conclusions on expected extraction rates
It is recommended that the conservative estimate of 43,200 L/hour be adopted based on the sand profile
encountered during the sub-surface investigations onsite. Based on previous dewatering projects
undertaken by ADG and ADS within the area, it is anticipated that initial flow rates will reduce to between
500 – 650 litres/minute following the initial drawdown of the water table.
The estimated discharge rate as determined in the above section 5.3.1, is well below (14.8 %) the Council
stormwater infrastructure capacity estimate (81 L/sec), therefore it is considered unlikely that discharge
of extracted groundwater from the site to the stormwater network on Wyuna Drive will cause any
disturbance/damage to council infrastructure or risk to the public. The likelihood of overtopping the
stormwater network and/or adjacent gully pits is considered unlikely because any such occurrences
would be limited to instances of extreme rainfall intensity, which are generally of short duration, and in
such a circumstance stormwater runoff would be expected to first utilise the remaining stormwater
network capacity (some approximately 69 L/sec), and any excess flow would then drain via the kerb and
channel to adjacent gully pits.
Any risks to the public associated with the placement of dewatering equipment to enable discharge to
the designated stormwater gully pit, should be mitigated by fencing and signage, have appropriate
lighting in place for after site hours and may need pipe over ramps to the pathway and/or driveways
where header pipe is to be placed in roadside guttering.
5.4 Dewatering duration
Dewatering will be necessary throughout the basement construction phase, which is expected to require
dewatering for approximately 10 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. 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.
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:
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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).
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
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 seven minutes contact
time during the initial chemical dosing, prior to secondary treatment using a sedimentation tank.
Secondary treatment
A 23 kL sedimentation tank will be utilised to provide the necessary residence time for secondary
treatment of the groundwater prior to discharge to the stormwater system. Based on the estimated
groundwater extraction rate of approximately 43,200 L/hr (equivalent 720 L/min) from section 5.3.3 of
this report, one sedimentation tank will provide approximately thirty-two minutes retention time
following primary treatment of the extracted groundwater.
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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.
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.
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) 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).
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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.
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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.
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.
7.6 Reporting
Reporting will be undertaken as described in Section 6.7 of this report.
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 Chris Clout Design and Michelle and Franco
DePasquale 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 Chris Clout Design and Michelle and Franco DePasquale 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. 2018. Monitoring and Sampling Manual 2018, Version 2 June 2018. Department of Environment and
Science. Brisbane, Queensland, Australia.
DNRME. 2002. Redcliffe to Teewah – Map 2 1:25,000. Queensland Department of Natural Resources and
Mines. Brisbane, Queensland, Australia.
Douglas Partners. 2020. Preliminary Geotechnical Investigation, Proposed Residence 33 Wyuna Drive,
Noosaville. Ref: 95120.00.R.001.
Government of Western Australia. 2011 (Amended 2015). Cone of Depression. Department of Water and
Environmental Regulation. Accessed 27 September 2021, https://www.der.wa.gov.au/your-
environment/acid-sulfate-soils/66-cone-of-depression.
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 10
September 2021.
https://enterprise.mapimage.net/intramaps97/?project=Public&module=Noosa%20Plan%202020&conf
igId=64251f07-9411-4a61-930e-2bd9b45d8fff&startToken=8117c0c9-fb07-4d6a-a629-b82dc6c64537
ADG1290.21 Dewatering Management Plan_Rev0_12.10.21 Page 18
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Appendix A: Figures
Figure 1 Site and proposed monitoring locations
ADG1290.21 Dewatering Management Plan_Rev0_12.10.21
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Figure 1 - Site location and proposed monitoring locations A product of
33 Wyuna Drive, Noosaville, QLD
26°23'39"S 153°4'42"E 26°23'39"S 153°4'51"E
Legend located on next page
0 25 metres
Scale: 1:866
Printed at: A3
Print date: 10/9/2021
Datum: Geocentric Datum of Australia 1994
Projection: Web Mercator EPSG 102100
For more information, visit https://qldglobe.information.qld.gov.au/help-info/Contact-
us.html
Includes material © State of Queensland 2021. 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, 2019
26°23'45"S 153°4'42"E 26°23'45"S 153°4'51"E Department of Resources
Page 25
Figure 1 - Site location and proposed monitoring locations
33 Wyuna Drive, Noosaville, QLD
Legend Attribution
Includes material © State of Queensland (Department of Resources); ©
Road Crossing Commonwealth of Australia (Geoscience Australia); © 21AT, © Earth-i, all rights
reserved, 2021.
Bridge
© State of Queensland (Department of Resources) 2021
Tunnel
Road
Highway
Main
Local
Private
Railway
Page 26
ADG Consulting Pty Ltd Appendix B: DRDMW licenced bore search ADG1290.21 Dewatering Management Plan_Rev0_12.10.21
Page 27
DRDMW licence bore search - 500 m radius from site A product of
33 Wyuna Drive, Noosaville, QLD
26°23'21"S 153°4'19"E 26°23'21"S 153°5'20"E
Legend located on next page
0 250 metres
Scale: 1:9118
Printed at: A4
Print date: 10/9/2021
Datum: Geocentric Datum of Australia 1994
Projection: Web Mercator EPSG 102100
For more information, visit
https://qldglobe.information.qld.gov.au/help-info/Contact-
us.html
Includes material © State of Queensland 2021. 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, 2019
26°24'7"S 153°4'19"E 26°24'7"S 153°5'20"E Department of Resources
Page 28
DRDMW licence bore search - 500 m radius from site
33 Wyuna Drive, Noosaville, QLD
Legend Attribution
Maxar
Registered water bores Road
Includes material © State of Queensland (Department of
[RDMW and private]
Highway Resources); © Commonwealth of Australia (Geoscience
Australia); © 21AT, © Earth-i, all rights reserved, 2021.
Artesian bore Main
Artesian bore (abandoned but © State of Queensland (Department of Resources) 2021
Local
useable) © State of Queensland (Regional Development,
Private
Artesian bore (abandoned and Manufacturing and Water) 2021
destroyed) Cities and Towns
Artesian bore, ceased to ow
Artesian bore, ceased to ow
(abandoned but useable
Artesian bore, ceased to ow
(abandoned and destroyed)
Sub-artesian facility
Sub-artesian facility
(abandoned but useable)
Sub-artesian facility
(abandoned and destroyed)
Surface water facility
Surface water facility
(abandoned but useable)
Surface water facility
(abandoned and destroyed)
Road crossing
Bridge
Tunnel
Page 29
Railway [OCR of page images] Railway
Page 30
ADG Consulting Pty Ltd Appendix C: Dewatering Details Plan (Preliminary Draft) ADG1290.21 Dewatering Management Plan_Rev0_12.10.21
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Hybrid
r
u l l p e rimete
f
sheets REW P
IERS
ON SC
IERS
REW P
ON SC
600
600
ORED
ANCH
ORED
ANCH
[OCR of page images]
YEA VM
MFI. FEAT
MFIAD
Block Wall
Page 32
ADG Consulting Pty Ltd Appendix D: Dewatering calculation output ADG1290.21 Dewatering Management Plan_Rev0_12.10.21
Page 33
Cone of depression DER requires a preliminary assessment of the radial extent of the cone of depression and pumping rates and times for all dewatering operations in ASS areas. Empirical methods to calculate the radial extent of the groundwater cone of depression and pumping rates and times for dewatering operations are outlined in Appendix E of 8 Treatment and management of soils and water in acid sulfate soil landscapes 1.59 MB (Published July 2011, Revised June 2015) Calculator Input Length of excavation | 26 (metres): Width of excavation | 22 (metres): - Required groundwater 42 drawdown (metres): Saturated thickness of the unconfined aquifer’ (metres): Hydraulic conductivity | of the aquifer (K) 0.000949 (metres per second): 1 46 | Calculate | Results Effective radius of pumping well , Re (metres): Radius of influence of dewatering, R. (metres): (i.e. radius of the cone of depression) Total pumping rate (litres per second): Time taken to establish the cone of depression (hours): m/sec 13m 53m 12l/sec 25hrs
Used in these records
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