Report on Desktop Contamination Assessment · contamination sources, receptors and exposure...

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Report on Desktop Contamination Assessment

Macquarie Town Centre Development - Corner Site

Cnr Waterloo and Herring Roads, Macquarie Park

Prepared for AMP Capital Investors Limited

Project 85160.06 November 2018

Desktop Contamination Assessment 85160.06.R.001.Rev1 Macquarie Town Centre – Corner Site , Cnr Waterloo and Herring Roads, Macquarie Park November 2018

Table of Contents

Page

1. Introduction..................................................................................................................................... 1

2. Scope of Work ................................................................................................................................ 2

3. Site Identification and Description .................................................................................................. 2

3.1 Site Identification .................................................................................................................. 2

3.2 Site Layout and Description ................................................................................................. 3

4. Regional Geology, Soils and Hydrogeology .................................................................................. 4

4.1 Regional Geology ................................................................................................................ 4

4.2 Regional Soils ...................................................................................................................... 4

4.3 Hydrogeology ....................................................................................................................... 4

4.4 Acid Sulphate Soils .............................................................................................................. 5

5. Preliminary Site Investigations ....................................................................................................... 5

5.1 DP 2016 ............................................................................................................................... 5

5.2 DP 2017 ............................................................................................................................... 6

6. Site Walkover ................................................................................................................................. 7

7. Preliminary Conceptual Site Model ................................................................................................ 8

7.1 Potential Contamination Sources ........................................................................................ 8

7.2 Potential Receptors ............................................................................................................10

7.2.1 Human Health Receptors ......................................................................................10

7.2.2 Environmental Receptors ......................................................................................10

7.2.3 Potential Pathways ...............................................................................................10

7.3 Summary or Preliminary CSM ...........................................................................................10

8. Conclusions and Recommendations ........................................................................................... 12

9. Limitations .................................................................................................................................... 13

Appendix A: About This Report

Drawing 1

Appendix B: Site Photographs

Appendix C: Explanatory Notes

Previous Borehole Logs

Page 1 of 14

Desktop Contamination Assessment 85160.06.R.001.Rev1 Macquarie Town Centre – Corner Site, Cnr Waterloo and Herring Roads, Macquarie Park November 2018

Report on Desktop Contamination Assessment

Macquarie Town Centre Development - Corner Site

Cnr Waterloo and Herring Roads, Macquarie Park

1. Introduction

This report presents the results of a desktop contamination assessment undertaken for part of the

Macquarie Centre redevelopment (the corner site or the site) at Cnr Waterloo and Herring Roads,

Macquarie Park (Drawing 1, Appendix A). The assessment was commissioned by Mr Trevor Battle of

TCB Project Management on behalf of the AMP Capital Investors Limited (AMP) and was undertaken

under the Consultancy Agreement between AMP and Douglas Partners Pty Ltd (DP).

DP previously provided contamination investigation reports to AMP to support the Stage 1

development application (DA) for the mixed use redevelopment of the overall Macquarie Shopping

Centre (Macquarie Centre). The Stage 1 DA sought concept approval for: building envelopes,

proposed uses, the distribution of floor space and future pedestrian and vehicle connections to and

within the land area as defined in the DA. AMP received consent for the Stage 1 Development in

November 2016.

This report has been prepared on behalf of AMP in support of a DA for the first portion of work under

the Stage 1 DA, known as the Corner Site. It is understood that the proposed redevelopment will

include:

Demolition of structures on site; and

Construction of a new four storey retail building “Station Plaza” with a partial basement food court

level and underlying basement car park level.

The new basement car park level is at RL 47.9 m AHD and is expected to require an excavation of up

to about 5 m to 6 m depth. The food court level is expected to require an excavation of up to 3 m

depth.

The objectives of the desktop contamination assessment were to:

Identify potential areas and contaminants of environmental concern (PAEC) based on a review of

previous contamination investigation reports; and

Comment on the need for further investigation and/or management (if required) in order to

determine the compatibility of the site for the proposed development.

This contamination assessment was undertaken in conjunction with a desktop geotechnical

investigation with results reported separately in DP Report on Desktop Geotechnical Assessment,

Macquarie Town – Corner Site, Corner Waterloo and Herring Roads, Macquarie Park, Project Number

85160.05, dated September 2018.

This report must be read in conjunction with the notes About this Report which are included in

Appendix A.

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2. Scope of Work

The following scope of work was conducted for the assessment:

Review previous contamination investigation reports;

Conduct a site walkover to identify site features and any visible indicators of potential

contamination; and

Preparation of this report.

3. Site Identification and Description

3.1 Site Identification

The Macquarie Centre is approximately 11.25 hectares in area and is located at the corner of

Waterloo Road, Herring Road and Talavera Road, Macquarie Park. The Centre is legally described as

Lot 100 in DP 1190494 and is bound by commercial properties to the south-east. The Macquarie

Centre was originally constructed in 1981. The centre has undergone various stages of redevelopment

and extensions. A major refurbishment occurred in 2000, 2003 and most recently in 2014, The

shopping centre currently spans five levels accommodating 368 stores.

The “Corner Site” is bound by Herring Road to the north-west, Waterloo Road to the south-west and

the remainder of the Macquarie Centre to the east. The approximate Corner Site boundaries are

shown on Drawing 1 in Appendix A.

The Corner Site identification information is summarised as follows:

Table 1: Site Identification Details

Item Details

Site Address Corner of Herring Road and Waterloo Road, Macquarie Park

Current land use

Open-air, asphalted car park; ice skating rink; retail and car park

spaces on multiple levels; Macquarie Park railway station and

its associated infrastructure are located at and below ground

level in the southern part of the site.

Lot and Deposited Plan Part Lot 100 D.P. 1190494 (Shopping Centre)

Lot 102 D.P. 1130457 (Rail Station)

Council City of Ryde

Approximate Site Area 1.7 ha

Proposed future land-use Macquarie Centre

The Chatswood to Epping railway tunnels (now Sydney Metro) run below Waterloo Road adjacent to

the southern site boundary. The Macquarie University Metro Station is located on Waterloo Road, at

the south-western corner of the site. Drawings prepared by Allen Jack + Cottier Pty Ltd (for the

Macquarie Centre Stage 1A DA) indicate that the station is set back approximately 7-8 m from the site

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boundary and that the nearest tunnel is set back about 30 m from the site boundary. The floor of the

rail tunnels near the station are approximately 27 m below Waterloo Road (RL 26.7).

3.2 Site Layout and Description

The general layout of the site is provided on Drawing 1, Appendix B.

The site slopes gently to the south east from RL 53.5 m to RL 50 m.

The relevant boundaries are shown in Figure 1, with the red outline showing the extent of the

Macquarie Town Centre Redevelopment and the yellow outline denoting the area that is specific to

this investigation (i.e. the Corner Site) which is also shown on Drawing 1 in Appendix B.

Figure 1: Macquarie Town Centre Redevelopment Site Boundaries

Page 4 of 14


Figure 2: Regional Soils

4. Regional Geology, Soils and Hydrogeology

4.1 Regional Geology

Reference to the Sydney 1:100,000 Series Geological Sheet indicates that the site is underlain by

Hawkesbury Sandstone typically comprising medium to coarse grained quartz sandstone with very

minor shale and laminate lenses. Drilling undertaken on site confirms the regional mapping with

sandstone bedrock intersected at shallow depths.

4.2 Regional Soils

The site would appear to be on the boundary of two soils. The eastern portion of the site is recorded

to be on disturbed terrain in reference to the Sydney 1:100,000 Soils Landscape Sheet. This is

described as level plain to hummocky terrain extensively disturbed by human activity including

complete disturbance, removal or burial of soil. Land fill includes soil, rock, building and waste

material. Deeper profile of fill material may be expected in the south-eastern portion of the site.

The western portion of the site is recorded to be on residual soils of the Lucas Heights in reference to

the Sydney 1:100,000 Soils Landscape Sheet. This is described as gently undulating crests and

ridges on plateau surfaces of the Mittagong Formation (alternating bands of shale and fine-grained

sandstones).

4.3 Hydrogeology

A culvert associated with Shrimptons Creek runs in an approximate north-easterly direction below

Macquarie Centre and feeds into the Lane Cove River which is located approximately 500 m to the

north-east of the site.

Disturbed terrain

Residual Soils

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A groundwater bore search of the NSW Office of Water database was conducted for any bores

registered within a 1 km radius of the site. Three bores were located at Macquarie University to the

west of the site. The details provided indicate that the groundwater bores are about 35 m to 46 m

deep and are for monitoring purposes. No standing water levels were reported in the records.

From previous geotechnical and contamination investigations, groundwater is likely to be found within

the sandstone bedrock aquifer at significant depths.

4.4 Acid Sulphate Soils

Based on published 1:25,000 Acid Sulphate Soil Risk mapping data (1994-1998), the site is not

located in an area with a probability of acid sulphate soil (ASS) occurrence.

5. Preliminary Site Investigations

DP previously undertook and reported on the following contamination investigations relevant to the

site:

Preliminary site investigation (PSI) for the larger Macquarie Centre site (the Centre) that included

the Corner site. This is presented in the report entitled: Preliminary Site Investigation, Macquarie

Centre Redevelopment, Stage 1 Concept Development Application, Macquarie Park, NSW,

Project Number 85160.01, dated October 2016 (DP, 2016). The results of DP (2016) were used

as part of this contamination assessment to inform the historical information review; and

Detailed environmental site investigation (DESI) for part of the site that comprised the asphalted

car park located at the corner of Waterloo Road and Herring Road, Macquarie Park. The DESI is

presented in the report entitled: Detailed Environmental Site Investigation, Macquarie Town

Centre Development, Station Connection Enabling Works, North Ryde, NSW, Project Number

85160.04, dated October 2017 (DP, 2017). The analytical results of DP (2017) were used to

establish the baseline nature of soil and groundwater contamination (if any) at the site.

5.1 DP 2016

The DP (2016) report comprised a review of historical uses of the Centre, then current features and

land uses, likely sub surface conditions across the Centre, potential contamination source-pathway-

receptor linkages, and the likely risk of contamination impacts on the proposed Centre redevelopment.

Unless stated otherwise, the following relates only to the Corner site.

Historical information showed that the site was rural / pastoral in the past, prior to being developed as

part of the shopping centre. After development of the shopping centre the south-western portion of

the site remained as a car park. The ice rink, located in the central portion of the site, was opened in

1981 and is still present today during the site walkover.

Past agricultural activities were not identified as potential sources of contamination due to the

complete disturbance of the surface soils in the construction of the shopping centre.

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Potential sources of contamination for the Centre, identified during DP (2016) were imported fill of

unknown origin from the construction of the Centre, and dry cleaning activities and engine works

(mechanic workshop).

However as the dry cleaning activities and engine works are located approximately 50 m to 100 m

south east (and down gradient) of the site, these potentially contaminating activities are unlikely to

impact the site. Moreover, the dry cleaners are located on the upper levels of the centre, one located

on Level 1A (opposite Big W) and the other located on Level 2A (adjacent to Woolworths).

It was further noted that groundwater is likely to be found within the sandstone bedrock aquifer at

significant depths and, as such, migration of contamination to the groundwater is unlikely at the

Centre, unless significant contamination has occurred historically and leached to depth through

bedrock over time.

Based on the DP (2016) investigation, it was considered that, in general, the potential for significant or

widespread contamination was low, particularly due to the significant depth to groundwater. However,

given the potential for contamination further investigation was recommended including an intrusive

investigation to assess possible contamination and aesthetic issues including chemical testing of the

soils and groundwater targeting the potential sources of contamination.

5.2 DP 2017

The DP (2017) report comprised a review of DP (2016), soil sampling and testing at two boreholes

(opportunistic sampling from two geotechnical investigation boreholes), and the assessment of

analytical data against adopted site assessment criteria (SAC).

The fieldwork comprised the drilling of two boreholes (BH1 and BH2 as shown on Drawing 1 in

Appendix B) to depths of between 19.7 m and 20.75 m below ground level. Samples were collected

directly from the auger returns at regular intervals from the boreholes. A groundwater monitoring well

was installed at BH2. The screen was installed from the base of the well and extended to within the

filling (i.e. screened from 1.7 m bgl to 19.7 m). The well was gauged on 20 July 2017 and found to be

dry.

Selected soil samples were analysed for the following potential and common contaminants:

Heavy metals - As, Cd, Cr, Cu, Hg, Ni, Pb and Zn;

Total recoverable petroleum hydrocarbons (TRH);

Benzene, toluene, ethylbenzene, and xylene (BTEX);

Polycyclic aromatic hydrocarbons (PAH);

Total phenols;

Polychlorinated biphenyls (PCB);

Organochlorine pesticides/Organophosphate pesticides (OCP/OPP);

Volatile organic compounds (VOC); and

Asbestos.

Page 7 of 14


In summary, the boreholes encountered slightly variable subsurface conditions with the principal

succession of strata broadly summarised as follows:

Bitumen – to a depth of 0.03 m;

Filling – dark grey road base gravel to a depth of 0.15 m, followed by brown medium to coarse

grained sand with crushed sandstone gravels and a trace of clay to 2.5 m in BH1 and 2.7 m in

BH2; and

Bedrock – sandstone bedrock to the end of hole at 20.75 m and 19.7 m in BH1 and BH2

respectively. BH1 initially encountered medium strength sandstone and then high strength

sandstone, whilst BH2 initially encountered high strength sandstone. A thin bed of medium

strength siltstone was also encountered in BH1 between 15.16 m and 15.3 m depth.

There were no visual or olfactory evidence (i.e. staining or odours) to suggest the presence of gross

contamination within the soils investigated.

Copies of the previous borehole logs are included in Appendix C.

The reported soil chemical analysis results were all within the adopted health-based

investigation/screening levels, ecological investigation/screening criteria, and management limits for

commercial land use (i.e. the SAC). There was no asbestos detected in the soil samples.

On the basis the available site information and limited subsurface investigation, the risk to human and

environmental receptors from the soil encountered was considered to be low. Groundwater testing

had not been undertaken as no groundwater was observed within the groundwater monitoring well, to

a depth of 19.7 m bgl. However, the results of the subsurface investigation and laboratory analysis

indicated an absence of gross contamination within the soil/filling encountered, and groundwater was

not found at a shallow depth. Therefore the risk to groundwater and surface water was considered to

be low.

The results of the DP (2017) investigation indicated that the investigated area is suitable for the

proposed Macquarie Town Centre Development – Station Enabling Works.

6. Site Walkover

The site walkover was completed by an experienced Environmental Scientist, Wen-Fei Yuan from DP

with the assistance of the Operations Manager, Ryan Wheelhouse of Macquarie Centre on 4

September 2018. Site photographs are attached in Appendix B.

The site comprised two lots: Lot 102 DP 1130457 (Lot 102) and the south-western portion of Lot 100

DP 1190494 (Lot 100). Lot 102 consisted of the Macquarie University Railway and an isolated fire

hydrant pump plant. Lot 100 included: an open-air asphaltic car park, an ice skating stadium and

multi-level retail / speciality shops, restaurants and car park.

Given that the potential pathways of contamination from sources are only limited to the ground level of

the shopping centre, the walkover was focused on the ground level of Lot 100.

Page 8 of 14


Key observations from the site walkover in accessible areas are summarised below:

The high pressure gas main control system was identified adjacent to the hydrant pump plant in

Lot 102. The system was confined in a metal cage, and restricted from public access (refer to

Photograph 1);

The general waste storage area in the Woolworths loading dock appeared to be well maintained

(Photograph 2);

An underground trade waste (grease) tank was identified in the north-eastern portion of Lot 100.

The capacity of the trade waste tank is unknown. The location of the trade waste tank is depicted

on Drawing 1 in Appendix A. (Photograph 3) The operations manager indicated that there was

no record of underground fuel storage tanks at the site; and

There were three aboveground grease traps located in different parts of Lot 100. The grease

traps were stored in a room, a shed or a metal cage. There was no bunding and/or spill

management system installed around the aboveground grease traps at the time of investigation

(Photographs 4, 5 and 6);

The site walkover was targeted on the ground level of Lot 100, and did not elaborate to the upper

levels in any detail. Anecdotal information from the operations manager indicated that an ammonia

refrigeration plant room is located adjacent to the existing ice rink. Any past leakage incidents from

the ammonia plant may be drained to the sewer.

It should be noted that although the presence (or potential presence) of hazardous building materials

is not noted in the descriptions above, given the appearance and potential age of the buildings

(constructed in the 1980s), hazardous materials are likely to be present. It is recommended a

hazardous building materials inspection be undertaken to identify the location of hazardous building

materials prior to demolition.

7. Preliminary Conceptual Site Model

A conceptual site model (CSM) is a representation of site-related information regarding potential

contamination sources, receptors and exposure pathways between those sources and receptors. The

CSM provides the framework for identifying how the site became contaminated and how potential

receptors may be exposed to contamination either in the present or the future i.e. it enables an

assessment of the potential source – pathway – receptor linkages (complete pathways).

7.1 Potential Contamination Sources

On the basis of previous and current investigations, the following potential sources of contamination

and associated contaminants of concern have been identified as shown in Table 2 below.

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Table 2: Potential Contamination Sources and Contaminants of Concern

Potential Source Description of Potential Contaminating Activity

Potential

Contaminants of

Concern

Imported fill of

unknown origin

(S1)

The extent and origin of historical filling is unknown.

In reference to the Sydney Soils Landscape Sheet, a

deeper profile of fill material may be expected in the

south-eastern portion of the site.

Common

contaminants

associated with fill

include heavy metals,

TRH, BTEX, PAH,

PCB, OCP, OPP,

phenols and asbestos.

Grease trap (S2) An underground trade waste tank is located in the

north-eastern portion of Lot 100. The integrity of the

trade waste tank is unknown.

Oil, grease and TRH

Sewer line (S3) The two, existing dry cleaning shops are located

outside of the site’s boundary and on the upper levels

of the shopping centre. The presence of previous dry

cleaning businesses at the site is not known.

The dry cleaning industry previously (and some

currently) used tetrachloroethene (PCE) as part of

the process and poor waste disposal practices

commonly in the past have led to significant soil and

particularly groundwater contamination issues.

Anecdotal information from the operations manager

indicated that an ammonia refrigeration plant room is

located adjacent to the existing ice rink. Any past

leakage incidents from the ammonia plant may be

drained to the sewer.

If any historical or existing sewer line is known to

intercept the site, the surrounding soil and

groundwater should be investigated.

VOC (PCE) and

ammonia

Hazardous building

material in existing

building requiring

demolition (S4)

Some of the buildings at the centre were constructed

in the 1980s. Buildings established prior to the

1990s are more likely to have contained building

material such as asbestos, lead-based paint and

other hazardous building material.

Asbestos, lead and

PCB

Notes:

TRH: Total Recoverable Hydrocarbons

BTEX: Benzene, Toluene, Ethyl Benzene, Xylene

PAH: Polycyclic Aromatic Hydrocarbons

PCB: Polychlorinated Biphenyls

OCP: Organochlorine Pesticides

OPP: Organophosphate Pesticides

VOC: Volatile Organic Compounds

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The potential contamination sources (S) on the site are therefore:

S1 Imported fill;

S2 Grease trap;

S3 Sewer line; and

S4 Hazardous building material in existing building (to be demolished).

7.2 Potential Receptors

7.2.1 Human Health Receptors

R1 Current site users (visitors and workers);

R2 Construction and maintenance workers (current and future development);

R3 Final end users (visitors and workers); and

R4 Land users in adjacent areas (commercial/residential).

7.2.2 Environmental Receptors

R5 Groundwater;

R6 Surface water (urban drainage to Shrimptons Creek, to the east); and

R7 Ecology.

7.2.3 Potential Pathways

Potential pathways for contamination to impact on the potential receptors include the following:

P1 Direct contact;

P2 Inhalation of dust and/or vapour;

P3 Leaching of contaminants and vertical migration into groundwater;

P4 Surface water run-off (to urban drains); and

P5 Lateral migration of groundwater.

7.3 Summary or Preliminary CSM

A ‘source – pathway – receptor’ approach has been used to assess the potential risks of harm being

caused to human, water or environmental receptors from contamination sources on or in the vicinity of

the site, via exposure pathways. The possible pathways between the above source (S1 to S4) and

receptors (R1 to R7) are provided in Table 3 below.

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Table 3: Conceptual Site Model

Source Transport Pathway Receptor Risk Management Action

Recommended

S1:

Imported

Filling

S2:

Grease

Trap

S3:

Sewer Line

P1: direct contact R1: Current users

R2: Construction and

maintenance workers

R3: End users

R7: Ecology

An intrusive investigation is

recommended to assess possible

contamination and aesthetic

issues including chemical testing

of the soils and groundwater,

targeting the potential sources of

contamination. The investigations

should form part of future detailed

development applications, with

the investigations designed

around the details of the proposed

development following demolition

If the site soils and/or

groundwater are contaminated,

further investigation may be

required to inform mitigation /

remediation measures to manage

the risk to the identified receptors.

P2 – Inhalation of dust and/or

vapours

R1: Current users


maintenance workers

R3: End users

R4: Adjacent users

(commercial/residential)

P3 – Leaching of contaminants

and vertical migration into

groundwater

R5: Groundwater

R6: Surface water

R7: Ecology P4 – Surface water runoff

P5: Lateral migration of

groundwater providing base

flow to water bodies

R5: Groundwater

(freshwater)

Page 12 of 14


Source Transport Pathway Receptor Risk Management Action

Recommended

S4: Hazardous Building Materials

P1 – direct contact R1: Current users


maintenance workers

R3: End users

R7: Ecology A hazardous building materials

survey of the existing building

should be undertaken to identify

any materials requiring specific

management during demolition.

Subsequently, an intrusive

investigation is required to assess

the presence of hazardous

building materials in soil resulting

from historical demolition and

demolition of the existing building.

P2 – Inhalation of dust or vapour

R1: Current users


maintenance workers

R3: End users

R4: Adjacent users


R7: Ecology

P4 – Surface water runoff R1: Current users

R3: End users

R4: Adjacent users


R6: Surface water

R7: Ecology

8. Conclusions and Recommendations

On the basis of the desktop contamination assessment, it is considered that, in general, the potential

for significant or widespread contamination at the site is low, particularly considering the suspected

depth to groundwater. However, given the potential for contamination discussed in Section 7, the

following further investigations / actions are recommended:

A review of Council’s or the Centre’s internal sewer plans to assess the potential for dry cleaning

and ammonia products to drain beneath or in the vicinity of the site;

An intrusive investigation (detailed site investigation or DSI) is recommended to be undertaken to

characterise soil and groundwater, evaluate the potential source-pathway-receptor linkages

identified in the CSM and assess the suitability of the site the proposed development. Given that

part of the site will involve basement excavation, it is also beneficial to include a preliminary waste

classification into the DSI. It is noted that due to the presence of the existing shopping centre over

part of the site, completion of a DSI is not achievable pre-demolition. The DSI can only

reasonably be undertaken once demolition is complete;

If decommission and/or removal of existing underground waste tank(s) is required for the

proposed development, AMP should seek guidance from the Liquid Trade Waste Regulation

Guidelines endorsed by the NSW EPA, April 2009 regarding decommissioning of on-site liquid

trade waste systems; and

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Hazardous materials inspection should conducted on any parts of the existing buildings requiring

demolition.

On the basis of the current findings, it is considered that the site can be rendered compatible with the

proposed Stage 1 DA, subject to the above recommendations.

9. Limitations

Douglas Partners (DP) has prepared this report for this project at the Macquarie Centre for AMP

Capital Investors Limited (AMP) and was undertaken in accordance with Douglas Partners' proposal

dated 21 October 2015 and acceptance received by Mr Trevor Battle of TCB Project Management on

behalf of AMP.

The work was carried out under a consultancy agreement between AMP and DP. This report is

provided for the exclusive use of AMP for the specific project and purpose as described in the report.

It should not be used by or be relied upon for other projects or purposes on the same or another site or

by a third party. DP has necessarily relied upon information provided by the client and/or their agents.

The results provided in the report are indicative of the sub-surface conditions encountered in previous

investigations and only at the specific sampling or testing locations, and then only to the depths

investigated and at the time the work was carried out. Sub-surface conditions can change abruptly

due to variable geological processes and also as a result of anthropogenic influences. Such changes

have occurred on this site since the previous investigations were undertaken.

DP's advice is based upon the conditions encountered during previous investigations. The accuracy

of the advice provided by DP in this report may be limited by undetected variations in ground

conditions between sampling locations.

This report must be read in conjunction with all of the attached notes and should be kept in its entirety

without separation of individual pages or sections. DP cannot be held responsible for interpretations

or conclusions made by others unless they are supported by an expressed statement, interpretation,

outcome or conclusion given in this report.

This report, or sections from this report, should not be used as part of a specification for a project,

without review and agreement by DP. This is because this report has been written as advice and

opinion rather than instruction for construction.

The contents of this report do not constitute formal design components such as are required, by the

Health and Safety Legislation and Regulations, to be included in a Safety Report specifying the

hazards likely to be encountered during construction and the controls required to mitigate risk. This

design process requires a risk assessment to be undertaken, with such assessment being dependent

upon factors relating to likelihood of occurrence and consequences of damage to property and to life.

This, in turn, requires project data and analysis presently beyond the knowledge and project role

respectively of DP. DP may be able, however, to assist the client in carrying out a risk assessment of

potential hazards contained in the Comments section of this report, as an extension to the current

scope of works, if so requested, and provided that suitable additional information is made available to

DP. Any such risk assessment would, however, be necessarily restricted to the (geotechnical /

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environmental / groundwater) components set out in this report and to their application by the project

designers to project design, construction, maintenance and demolition.

Douglas Partners Pty Ltd

Appendix A

About This Report

Drawing 1

July 2010

Introduction These notes have been provided to amplify DP's report in regard to classification methods, field procedures and the comments section. Not all are necessarily relevant to all reports. DP's reports are based on information gained from limited subsurface excavations and sampling, supplemented by knowledge of local geology and experience. For this reason, they must be regarded as interpretive rather than factual documents, limited to some extent by the scope of information on which they rely. Copyright This report is the property of Douglas Partners Pty Ltd. The report may only be used for the purpose for which it was commissioned and in accordance with the Conditions of Engagement for the commission supplied at the time of proposal. Unauthorised use of this report in any form whatsoever is prohibited. Borehole and Test Pit Logs The borehole and test pit logs presented in this report are an engineering and/or geological interpretation of the subsurface conditions, and their reliability will depend to some extent on frequency of sampling and the method of drilling or excavation. Ideally, continuous undisturbed sampling or core drilling will provide the most reliable assessment, but this is not always practicable or possible to justify on economic grounds. In any case the boreholes and test pits represent only a very small sample of the total subsurface profile. Interpretation of the information and its application to design and construction should therefore take into account the spacing of boreholes or pits, the frequency of sampling, and the possibility of other than 'straight line' variations between the test locations.

Groundwater Where groundwater levels are measured in boreholes there are several potential problems, namely: In low permeability soils groundwater may

enter the hole very slowly or perhaps not at all during the time the hole is left open;

A localised, perched water table may lead to an erroneous indication of the true water table;

Water table levels will vary from time to time with seasons or recent weather changes. They may not be the same at the time of construction as are indicated in the report; and

The use of water or mud as a drilling fluid will mask any groundwater inflow. Water has to be blown out of the hole and drilling mud must first be washed out of the hole if water measurements are to be made.

More reliable measurements can be made by installing standpipes which are read at intervals over several days, or perhaps weeks for low permeability soils. Piezometers, sealed in a particular stratum, may be advisable in low permeability soils or where there may be interference from a perched water table.

Reports The report has been prepared by qualified personnel, is based on the information obtained from field and laboratory testing, and has been undertaken to current engineering standards of interpretation and analysis. Where the report has been prepared for a specific design proposal, the information and interpretation may not be relevant if the design proposal is changed. If this happens, DP will be pleased to review the report and the sufficiency of the investigation work. Every care is taken with the report as it relates to interpretation of subsurface conditions, discussion of geotechnical and environmental aspects, and recommendations or suggestions for design and construction. However, DP cannot always anticipate or assume responsibility for: Unexpected variations in ground conditions.

The potential for this will depend partly on borehole or pit spacing and sampling frequency;

Changes in policy or interpretations of policy by statutory authorities; or

The actions of contractors responding to commercial pressures.

If these occur, DP will be pleased to assist with investigations or advice to resolve the matter.

July 2010

Site Anomalies In the event that conditions encountered on site during construction appear to vary from those which were expected from the information contained in the report, DP requests that it be immediately notified. Most problems are much more readily resolved when conditions are exposed rather than at some later stage, well after the event.

Information for Contractual Purposes Where information obtained from this report is provided for tendering purposes, it is recommended that all information, including the written report and discussion, be made available. In circumstances where the discussion or comments section is not relevant to the contractual situation, it may be appropriate to prepare a specially edited document. DP would be pleased to assist in this regard and/or to make additional report copies available for contract purposes at a nominal charge. Site Inspection The company will always be pleased to provide engineering inspection services for geotechnical and environmental aspects of work to which this report is related. This could range from a site visit to confirm that conditions exposed are as expected, to full time engineering presence on site.

85160.04-BH2

85160.04-BH1

HERRING ROAD

WA

TE

RL

OO

R

OA

D

X

85160.06

011.9.2018

Sydney PSCH

1:1250 @ A3

Site Plan

Macquarie Town Centre - Corner Site

Cnr. Waterloo Road and Herring Road, MACQUARIE PARK

1DRAWING No:

PROJECT No:

REVISION:

CLIENT:

DRAWN BY:

SCALE: DATE:

OFFICE:

TITLE:

N

SITE

AMP Capital

LEGEND

Previous borehole (Proj 8516.04)

Approximate outline of Corner Site

Locality Plan

NOTE:

1: Base image from Nearmap.com

(Dated 21.8.2018)

2: Test locations are approximate only and

are shown with reference to existing features.

APPROXIMATE LOCATIONOF UNDERGROUND TRADEWASTE

0 50

1:1250 @ A3

75 100 125m4020105 30

Appendix B

Site Photograph

Photograph 2 - Waste storage in Woolworths loading dock

CLIENT: AMP Capital Investors Ltd Site Photographs PROJECT No: 85160.06

OFFICE: Sydney Proposed Corner Site PLATE No: 1

DATE: 11 Sep 2018 Macquarie Town Centre Development REVISION: 0

Photograph 1 - High Pressure Gas Main Control System

Photograph 4 - Aboveground grease trap




Photograph 3 - Underground trade waste tank






Appendix C

Explanatory Notes

Previous Borehole Logs

July 2010

Sampling Sampling is carried out during drilling or test pitting to allow engineering examination (and laboratory testing where required) of the soil or rock. Disturbed samples taken during drilling provide information on colour, type, inclusions and, depending upon the degree of disturbance, some information on strength and structure. Undisturbed samples are taken by pushing a thin-walled sample tube into the soil and withdrawing it to obtain a sample of the soil in a relatively undisturbed state. Such samples yield information on structure and strength, and are necessary for laboratory determination of shear strength and compressibility. Undisturbed sampling is generally effective only in cohesive soils. Test Pits Test pits are usually excavated with a backhoe or an excavator, allowing close examination of the in-situ soil if it is safe to enter into the pit. The depth of excavation is limited to about 3 m for a backhoe and up to 6 m for a large excavator. A potential disadvantage of this investigation method is the larger area of disturbance to the site. Large Diameter Augers Boreholes can be drilled using a rotating plate or short spiral auger, generally 300 mm or larger in diameter commonly mounted on a standard piling rig. The cuttings are returned to the surface at intervals (generally not more than 0.5 m) and are disturbed but usually unchanged in moisture content. Identification of soil strata is generally much more reliable than with continuous spiral flight augers, and is usually supplemented by occasional undisturbed tube samples. Continuous Spiral Flight Augers The borehole is advanced using 90-115 mm diameter continuous spiral flight augers which are withdrawn at intervals to allow sampling or in-situ testing. This is a relatively economical means of drilling in clays and sands above the water table. Samples are returned to the surface, or may be collected after withdrawal of the auger flights, but they are disturbed and may be mixed with soils from the sides of the hole. Information from the drilling (as distinct from specific sampling by SPTs or undisturbed samples) is of relatively low

reliability, due to the remoulding, possible mixing or softening of samples by groundwater. Non-core Rotary Drilling The borehole is advanced using a rotary bit, with water or drilling mud being pumped down the drill rods and returned up the annulus, carrying the drill cuttings. Only major changes in stratification can be determined from the cuttings, together with some information from the rate of penetration. Where drilling mud is used this can mask the cuttings and reliable identification is only possible from separate sampling such as SPTs. Continuous Core Drilling A continuous core sample can be obtained using a diamond tipped core barrel, usually with a 50 mm internal diameter. Provided full core recovery is achieved (which is not always possible in weak rocks and granular soils), this technique provides a very reliable method of investigation. Standard Penetration Tests Standard penetration tests (SPT) are used as a means of estimating the density or strength of soils and also of obtaining a relatively undisturbed sample. The test procedure is described in Australian Standard 1289, Methods of Testing Soils for Engineering Purposes - Test 6.3.1. The test is carried out in a borehole by driving a 50 mm diameter split sample tube under the impact of a 63 kg hammer with a free fall of 760 mm. It is normal for the tube to be driven in three successive 150 mm increments and the 'N' value is taken as the number of blows for the last 300 mm. In dense sands, very hard clays or weak rock, the full 450 mm penetration may not be practicable and the test is discontinued. The test results are reported in the following form. • In the case where full penetration is obtained

with successive blow counts for each 150 mm of, say, 4, 6 and 7 as:

4,6,7 N=13

• In the case where the test is discontinued before the full penetration depth, say after 15 blows for the first 150 mm and 30 blows for the next 40 mm as:

15, 30/40 mm

July 2010

The results of the SPT tests can be related empirically to the engineering properties of the soils. Dynamic Cone Penetrometer Tests / Perth Sand Penetrometer Tests Dynamic penetrometer tests (DCP or PSP) are carried out by driving a steel rod into the ground using a standard weight of hammer falling a specified distance. As the rod penetrates the soil the number of blows required to penetrate each successive 150 mm depth are recorded. Normally there is a depth limitation of 1.2 m, but this may be extended in certain conditions by the use of extension rods. Two types of penetrometer are commonly used. • Perth sand penetrometer - a 16 mm diameter

flat ended rod is driven using a 9 kg hammer dropping 600 mm (AS 1289, Test 6.3.3). This test was developed for testing the density of sands and is mainly used in granular soils and filling.

• Cone penetrometer - a 16 mm diameter rod with a 20 mm diameter cone end is driven using a 9 kg hammer dropping 510 mm (AS 1289, Test 6.3.2). This test was developed initially for pavement subgrade investigations, and correlations of the test results with California Bearing Ratio have been published by various road authorities.

May 2017

Description and Classification Methods The methods of description and classification of

soils and rocks used in this report are based on

Australian Standard AS 1726-1993, Geotechnical

Site Investigations Code. In general, the

descriptions include strength or density, colour,

structure, soil or rock type and inclusions.

Soil Types Soil types are described according to the

predominant particle size, qualified by the grading

of other particles present:

Type Particle size (mm)

Boulder >200

Cobble 63 - 200

Gravel 2.36 - 63

Sand 0.075 - 2.36

Silt 0.002 - 0.075

Clay <0.002

The sand and gravel sizes can be further

subdivided as follows:

Type Particle size (mm)

Coarse gravel 20 - 63

Medium gravel 6 - 20

Fine gravel 2.36 - 6

Coarse sand 0.6 - 2.36

Medium sand 0.2 - 0.6

Fine sand 0.075 - 0.2

The proportions of secondary constituents of soils

are described as:

Term Proportion Example

And Specify Clay (60%) and

Sand (40%)

Adjective 20 - 35% Sandy Clay

Slightly 12 - 20% Slightly Sandy

Clay

With some 5 - 12% Clay with some

sand

With a trace of 0 - 5% Clay with a trace

of sand

Definitions of grading terms used are:

• Well graded - a good representation of all

particle sizes

• Poorly graded - an excess or deficiency of

particular sizes within the specified range

• Uniformly graded - an excess of a particular

particle size

• Gap graded - a deficiency of a particular

particle size with the range

Cohesive Soils Cohesive soils, such as clays, are classified on the

basis of undrained shear strength. The strength

may be measured by laboratory testing, or

estimated by field tests or engineering

examination. The strength terms are defined as

follows:

Description Abbreviation Undrained shear strength

(kPa)

Very soft vs <12

Soft s 12 - 25

Firm f 25 - 50

Stiff st 50 - 100

Very stiff vst 100 - 200

Hard h >200

Cohesionless Soils Cohesionless soils, such as clean sands, are

classified on the basis of relative density, generally

from the results of standard penetration tests

(SPT), cone penetration tests (CPT) or dynamic

penetrometers (PSP). The relative density terms

are given below:

Relative Density

Abbreviation SPT N value

CPT qc value (MPa)

Very loose vl <4 <2

Loose l 4 - 10 2 -5

Medium

dense

md 10 - 30 5 - 15

Dense d 30 - 50 15 - 25

Very

dense

vd >50 >25

May 2017

Soil Origin It is often difficult to accurately determine the origin

of a soil. Soils can generally be classified as:

• Residual soil - derived from in-situ weathering

of the underlying rock;

• Transported soils - formed somewhere else

and transported by nature to the site; or

• Filling - moved by man.

Transported soils may be further subdivided into:

• Alluvium - river deposits

• Lacustrine - lake deposits

• Aeolian - wind deposits

• Littoral - beach deposits

• Estuarine - tidal river deposits

• Talus - scree or coarse colluvium

• Slopewash or Colluvium - transported

downslope by gravity assisted by water.

Often includes angular rock fragments and

boulders.

May 2017

Rock Strength Rock strength is defined by the Point Load Strength Index (Is(50)) and refers to the strength of the rock

substance and not the strength of the overall rock mass, which may be considerably weaker due to defects.

The test procedure is described by Australian Standard 4133.4.1 - 2007. The terms used to describe rock

strength are as follows:

Term Abbreviation Point Load Index

Is(50) MPa

Approximate Unconfined Compressive Strength MPa*

Extremely low EL <0.03 <0.6

Very low VL 0.03 - 0.1 0.6 - 2

Low L 0.1 - 0.3 2 - 6

Medium M 0.3 - 1.0 6 - 20

High H 1 - 3 20 - 60

Very high VH 3 - 10 60 - 200

Extremely high EH >10 >200

* Assumes a ratio of 20:1 for UCS to Is(50). It should be noted that the UCS to Is(50) ratio varies significantly

for different rock types and specific ratios should be determined for each site.

Degree of Weathering The degree of weathering of rock is classified as follows:

Term Abbreviation Description

Extremely weathered EW Rock substance has soil properties, i.e. it can be remoulded and classified as a soil but the texture of the original rock is still evident.

Highly weathered HW Limonite staining or bleaching affects whole of rock substance and other signs of decomposition are evident. Porosity and strength may be altered as a result of iron leaching or deposition. Colour and strength of original fresh rock is not recognisable

Moderately weathered

MW Staining and discolouration of rock substance has taken place

Slightly weathered SW Rock substance is slightly discoloured but shows little or no change of strength from fresh rock

Fresh stained Fs Rock substance unaffected by weathering but staining visible along defects

Fresh Fr No signs of decomposition or staining

Degree of Fracturing The following classification applies to the spacing of natural fractures in diamond drill cores. It includes

bedding plane partings, joints and other defects, but excludes drilling breaks.

Term Description

Fragmented Fragments of <20 mm

Highly Fractured Core lengths of 20-40 mm with some fragments

Fractured Core lengths of 40-200 mm with some shorter and longer sections

Slightly Fractured Core lengths of 200-1000 mm with some shorter and longer sections

Unbroken Core lengths mostly > 1000 mm

May 2017

Rock Quality Designation The quality of the cored rock can be measured using the Rock Quality Designation (RQD) index, defined

as:

RQD % = cumulative length of 'sound' core sections ≥ 100 mm long

total drilled length of section being assessed

where 'sound' rock is assessed to be rock of low strength or better. The RQD applies only to natural

fractures. If the core is broken by drilling or handling (i.e. drilling breaks) then the broken pieces are fitted

back together and are not included in the calculation of RQD.

Stratification Spacing For sedimentary rocks the following terms may be used to describe the spacing of bedding partings:

Term Separation of Stratification Planes

Thinly laminated < 6 mm

Laminated 6 mm to 20 mm

Very thinly bedded 20 mm to 60 mm

Thinly bedded 60 mm to 0.2 m

Medium bedded 0.2 m to 0.6 m

Thickly bedded 0.6 m to 2 m

Very thickly bedded > 2 m

May 2017

Introduction These notes summarise abbreviations commonly

used on borehole logs and test pit reports.

Drilling or Excavation Methods C Core drilling

R Rotary drilling

SFA Spiral flight augers

NMLC Diamond core - 52 mm dia

NQ Diamond core - 47 mm dia

HQ Diamond core - 63 mm dia

PQ Diamond core - 81 mm dia

Water � Water seep

� Water level

Sampling and Testing A Auger sample

B Bulk sample

D Disturbed sample

E Environmental sample

U50 Undisturbed tube sample (50mm)

W Water sample

pp Pocket penetrometer (kPa)

PID Photo ionisation detector

PL Point load strength Is(50) MPa

S Standard Penetration Test

V Shear vane (kPa)

Description of Defects in Rock The abbreviated descriptions of the defects should

be in the following order: Depth, Type, Orientation,

Coating, Shape, Roughness and Other. Drilling

and handling breaks are not usually included on

the logs.

Defect Type

B Bedding plane

Cs Clay seam

Cv Cleavage

Cz Crushed zone

Ds Decomposed seam

F Fault

J Joint

Lam Lamination

Pt Parting

Sz Sheared Zone

V Vein

Orientation

The inclination of defects is always measured from

the perpendicular to the core axis.

h horizontal

v vertical

sh sub-horizontal

sv sub-vertical

Coating or Infilling Term

cln clean

co coating

he healed

inf infilled

stn stained

ti tight

vn veneer

Coating Descriptor

ca calcite

cbs carbonaceous

cly clay

fe iron oxide

mn manganese

slt silty

Shape

cu curved

ir irregular

pl planar

st stepped

un undulating

Roughness

po polished

ro rough

sl slickensided

sm smooth

vr very rough

Other

fg fragmented

bnd band

qtz quartz

May 2017

Graphic Symbols for Soil and Rock General

Soils

Sedimentary Rocks

Metamorphic Rocks

Igneous Rocks

Road base

Filling

Concrete

Asphalt

Topsoil

Peat

Clay

Conglomeratic sandstone

Conglomerate

Boulder conglomerate

Sandstone

Slate, phyllite, schist

Siltstone

Mudstone, claystone, shale

Coal

Limestone

Porphyry

Cobbles, boulders

Sandy gravel

Laminite

Silty sand

Clayey sand

Silty clay

Sandy clay

Gravelly clay

Shaly clay

Silt

Clayey silt

Sandy silt

Sand

Gravel

Talus

Gneiss

Quartzite

Dolerite, basalt, andesite

Granite

Tuff, breccia

Dacite, epidote

BITUMEN

ROADBASE - grey coarse gravel

FILLING - generally comprising loose, brown, medium tocoarse sand with crushed sandstone gravel and a trace ofclay

2.2m: becoming mottled brown-dark brown

SANDSTONE - low to medium strength, moderatelyweathered, brown, medium grained sandstone

SANDSTONE - medium then high strength, moderatelyweathered to fresh, fractured to slightly fractured, palegrey-brown medium to coarse grained sandstone withsome extremely low strength bands

0.030.15

2.5

3.0

Typ

e

5352

5150

4948

4746

4544

Depth(m)

1

2

3

4

5

6

7

8

9

RL

Wat

er

Dep

th

Sam

ple

Description

of

Strata Gra

phic

Log

Results &Comments

Sampling & In Situ Testing

1

2

3

4

5

6

7

8

9

CLIENT:PROJECT:LOCATION: Macquarie Centre, North Ryde

SAMPLING & IN SITU TESTING LEGENDA Auger sample G Gas sample PID Photo ionisation detector (ppm)B Bulk sample P Piston sample PL(A) Point load axial test Is(50) (MPa)BLK Block sample Ux Tube sample (x mm dia.) PL(D) Point load diametral test Is(50) (MPa)C Core drilling W Water sample pp Pocket penetrometer (kPa)D Disturbed sample Water seep S Standard penetration testE Environmental sample Water level V Shear vane (kPa)

BORE No: 1PROJECT No: 85160.04DATE: 4/7/2017SHEET 1 OF 3

DRILLER: RKE LOGGED: CE CASING: HQ to 3.0m

AMP Capital InvestorsMacquarie Park, Detailed Environmental Site Investigation

REMARKS:

RIG: Scout 4

WATER OBSERVATIONS:

TYPE OF BORING:

Water table not observed due to drilling water

Solid flight auger to 3.0m; NMLC-Coring to 20.75m

SURFACE LEVEL: 53.05 AHDEASTING: 325794NORTHING: 6260943.47DIP/AZIMUTH: 90°/--

BOREHOLE LOG

Well

Construction

Details

4,3,4N = 7

3,4,158/100mmrefusal

PL(A) = 0.53

PL(A) = 0.38

PL(A) = 0.91

PL(A) = 0.79

PL(A) = 1.55

PL(A) = 1.32

A

A

S

S

A

C

C

C

0.40.5

0.91.0

1.45

2.0

2.35

2.93.0

3.56

4.74

5.94

6.2

6.96

8.0

9.2

9.41

SANDSTONE - medium then high strength, moderatelyweathered to fresh, fractured to slightly fractured, palegrey-brown medium to coarse grained sandstone withsome extremely low strength bands (continued)

SILTSTONE - medium strength, fresh, slightly fractured,dark grey siltstone

SANDSTONE - high strength, fresh, slightly fractured,pale grey, medium to coarse grained sandstone with someextremely low strength bands

16.48m: siltstone gravel

11.79

15.1615.3

Typ

e

4342

4140

3938

3736

3534

Depth(m)

11

12

13

14

15

16

17

18

19

RL

Wat

er

Dep

th

Sam

ple

Description

of

Strata Gra

phic

Log

Results &Comments


11

12

13

14

15

16

17

18

19






REMARKS:

RIG: Scout 4

WATER OBSERVATIONS:

TYPE OF BORING:




BOREHOLE LOG

Well

Construction

Details

PL(A) = 2.58

PL(A) = 2.21

PL(A) = 2.42

PL(A) = 1.88

PL(A) = 0.43

PL(A) = 1.29

PL(A) = 1.46

PL(A) = 2.25

C

C

C

C

10.76

12.0

12.2

13.0

14.24

15.1715.2

16.64

17.52

18.2

18.43

SANDSTONE - high strength, fresh, slightly fractured,pale grey, medium to coarse grained sandstone with someextremely low strength bands (continued)

Bore discontinued at 20.75m - target depth reached

20.75

Typ

e

3332

3130

2928

2726

2524

Depth(m)

21

22

23

24

25

26

27

28

29

RL

Wat

er

Dep

th

Sam

ple

Description

of

Strata Gra

phic

Log

Results &Comments


21

22

23

24

25

26

27

28

29






REMARKS:

RIG: Scout 4

WATER OBSERVATIONS:

TYPE OF BORING:




BOREHOLE LOG

Well

Construction

Details

C

20.75

BITUMEN

ROADBASE - grey coarse gravel

FILLING - generally comprising medium dense, brown,medium to coarse sand with crushed sandstone graveland a trace of clay

SANDSTONE - low to medium strength, extremelyweathered, pale grey-brown, medium grained sandstone

SANDSTONE - high strength, slightly then moderatelyweathered, fractured to slightly fractured, pale grey-brownsandstone with some extremely low strength bands

0.030.15

2.7

4.0

6.83

Well cap

Benonite plug

Typ

e

5251

5049

4847

4645

4443

Depth(m)

1

2

3

4

5

6

7

8

9

RL

Wat

er

Dep

th

Sam

ple

Description

of

Strata Gra

phic

Log

Results &Comments


1

2

3

4

5

6

7

8

9






REMARKS:

RIG: Scout 4

WATER OBSERVATIONS:

TYPE OF BORING:



SURFACE LEVEL: 52.06 AHDEASTING: 325810.58NORTHING: 6260929.94DIP/AZIMUTH: 90°/--

BOREHOLE LOG

Well

Construction

Details

10,8,10N = 18

4,4,9N = 13

2,11,10/50mmrefusal

bouncing

PL(A) = 0.7

PL(A) = 0.91

PL(A) = 0.87

PL(A) = 1.21

PL(A) = 1.27

PL(A) = 1.08

A

A

S

A

S

S

C

C

C

0.40.5

0.91.0

1.45

1.92.0

2.45

3.0

3.45

4.04.05

5.5

6.15

6.42

7.94

8.49

9.15

9.71

SANDSTONE - high strength, slightly then moderatelyweathered, fractured to slightly fractured, pale grey-brownsandstone with some extremely low strength bands(continued)

SANDSTONE - high strength, freshly stained then fresh,slightly fractured, pale grey, medium to coarse grainedsandstone with some extremely low strength bands

Bore discontinued at 19.7m - target depth reached

11.4

13.0

19.7

From 1.1 m to 19.7m, wash gradedsand and collapseFrom 1.7 m to 19.7m, 50mm diameterClass 18 PVCscreen

End cap

Typ

e

4241

4039

3837

3635

3433

Depth(m)

11

12

13

14

15

16

17

18

19

RL

Wat

er

Dep

th

Sam

ple

Description

of

Strata Gra

phic

Log

Results &Comments


11

12

13

14

15

16

17

18

19






REMARKS:

RIG: Scout 4

WATER OBSERVATIONS:

TYPE OF BORING:



SURFACE LEVEL: 52.06 AHDEASTING: 325810.58NORTHING: 6260929.94DIP/AZIMUTH: 90°/--

BOREHOLE LOG

Well

Construction

Details

PL(A) = 2.4

PL(A) = 1.58

PL(A) = 1.75

PL(A) = 2.13

PL(A) = 1.73

PL(A) = 1.37

PL(A) = 1.82

PL(A) = 1.64

PL(A) = 1.38

C

C

C

C

10.94

12.0512.2

13.23

14.16

15.1415.2

16.14

17.27

18.1718.2

19.18

19.7

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