20181005-vds review 5017190023 (final)

Geotechnical Investigation Warrick Lane, Blacktown, NSW

5 October 2018 Cardno i

Geotechnical Investigation

Warrick Lane, Blacktown, NSW

5017190023

Prepared for

Blacktown City Council

5 October 2018


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This document is produced by Cardno solely for the benefit and use by the client in accordance with the terms of the engagement. Cardno does not and shall not assume any responsibility or liability whatsoever to any third party arising out of any use or reliance by any third party on the content of this document.

5017190023 | 5 October 2018 | Construction Sciences ii

Contact Information Document Information

Construction Sciences Pty Ltd

ABN 35 069 211 561

Level 9 - The Forum

31 Anvil Road

Seven Hills NSW 2137

Australia

www.constructionsciences.net

Phone +61 2 8646 2000

Fax +61 2 8646 2025

Prepared for Blacktown City Council

Project Name Warrick Lane, Blacktown,

NSW

File Reference

Job Reference

Date

Version Number

5017190023-C

5017190023

05 October 2018

2

Author(s):

Jhan-Paule Arbizo Effective Date 28/08/2018

David Smith

Senior Geotechnical Engineer

Effective Date 2/10/2018

Approved By:

Vipul de Silva

Principal Geotechnical Engineer

Date Approved 5/10/2018

Document History

Version Effective Date Description of Revision Prepared by Reviewed by

0 28/08/2018 Draft for Internal Review JPA V de Silva

1 02/10/2018 Draft for Internal Review D Smith V de Silva

2 05/10/2018 Final D Smith V de Silva


5017190023 | 5 October 2018 | Construction Sciences iii

Table of Contents

1 INTRODUCTION 1

Background 1

Purpose and Objectives 1

Scope of Works 2

2 SITE DESCRIPTION 3

Site Description 3

Topography and Drainage 3

Flood Potential 3

Regional Geology and Hydrogeology 4

3 INVESTIGATORY WORK 4

Underground Services Search 4

Fieldworks 4

4 GROUND CONDITIONS ENCOUNTERED 6

Subsurface Strata 6

Groundwater 8

5 LABORATORY TEST RESULTS 8

6 GEOTECHNCIAL ASSESSMENT 13

Subsurface Conditions / Geology 13

Geotechnical Parameters 13

Earthworks 14

Dilapidation Survey 17

Footings 18

Basement Slab 19

Seismic Activity 19

7 PAVEMENT THICKNESS DESIGN 19

8 Salinity Assessment 20

8.1 Soil pH, Chloride and Sulphate 20

Cation Exchange Capacity (CEC) 20

Recommendations 21

9 FURTHER INSPECTION AND ASSESSMENT 21

CLOSING 22


5017190023 | 5 October 2018 | Construction Sciences iv

Tables

List of Properties within Proposed Lot 5 of Warrick Lane Precinct 3

Subsurface Profile Summary 7

Groundwater Monitoring Results 8

Geotechnical Laboratory Test Results – Soil 8

Moisture Content Results 9

California Bearing Ratio (CBR) Test Results; 9

Rock Strength Results 10

Soil Aggressivity and Exposure Classification 12

Soil Salinity Classification 12

Material Strength Parameters 13

Classification of Rock at Borehole Locations 14

Excavation Supports 15

Limit State design parameters 18

Recommended pavement thickness design for Warrick Lane 19

Salinity Classification 20

Appendices

Appendix A INFORMATION SHEETS

Appendix B SITE PLAN AND TEST LOCATIONS

Appendix C BOREHOLE REPORTS WITH CORE PHOTOS & EXPLANATORY NOTES FOR LOGS

Appendix D LABORATORY TEST RESULTS


5017190023 | 5 October 2018 | Construction Sciences 1

1 INTRODUCTION

Background

Construction Sciences Pty Ltd (“CS”) was engaged by Blacktown City Council (“the Client”) to prepare a combined geotechnical and contamination assessment to determine the in-situ ground conditions to support a

proposed four level basement car park and four storeys of commercial and residential units in two flanking

buildings above. The contents of this report detail the ground assessment methodology carried out for the assessment and the interpretation of data, to facilitate further design consideration.

With reference to client supplied information, the following general description of the project is provided:

> The underground car park is assumed to be 4 basement levels;

> 2 flanking buildings are to be designed above the east and west ends of the carpark, each to be 4 levels;

> The surrounding levels vary from RL61.00 to RL63.00 m AHD (West to East);

> The basement level is understood to be about RL46.8m;

> The proposed carpark will be concrete with four suspended floor levels including the trafficable roof slab.

> Column loads for the carpark are expected to be in the order of 11000kN (working load).

> Column loads for the flanking buildings to be in the order of 2100kN (working load).

The proposed carpark (“the Site”) is located at Warrick Lane, Blacktown and the carpark just northwest of Warrick lane, lot number 100(DP730054). The Site location and features are shown on Figure 1, respectively

in Appendix A.

The ground assessment comprised boreholes at accessible locations across the Site in order to obtain initial

geotechnical and contamination data to guide future tender processes.

This report provides the results of the geotechnical investigation only. The contamination assessment is

discussed in a separate report, titled Stage 1&2 Preliminary and Detailed Site Investigation ref. 5017190023-A

Purpose and Objectives

The purpose of the investigation is to provide Blacktown City Council with geotechnical advice on the in-situ subsurface conditions encountered for the proposed development works.

The scope of works as determined by Blacktown City Council is shown below;

> Discuss the regional geology at the site

> Review of encountered subsurface conditions

> Geotechnical borehole logs and core photographs

> Interpreted ground model

> Geotechnical laboratory testing reports

> Discussion of geotechnical aspects of the proposed development



> Geotechnical assessment and recommendations on:

> Excavation conditions and methods

- Temporary excavation batters and permanent excavation retention

- Foundation conditions with reference to piling and footing options

- Geotechnical parameters for design of, but not limited to earthworks, pavements, retaining structures, footings and piles

- Groundwater conditions / seepage and feasible construction options with associated assessment of the

subsurface settlements and other deformations, and the effect on the groundwater regime

- Vibration and noise effects during excavation on adjacent buildings

- Retaining wall design parameters

- Footing design parameters

- The requirement for further geotechnical input (e.g. dilapidation surveys, vibration monitoring).

- Subgrade assessment of Warrick Lane and pavement thickness design

- Recommendations in terms of site preparation, including the possible use of existing spoil as controlled fill, specification for any imported fill and the removal/treatment of any hazardous materials encountered.

Scope of Works

The scope of the works was to obtain geotechnical information on subsurface conditions at seven borehole

locations as a basis for comments on contamination and geotechnical recommendations for excavation

conditions, excavation retention, groundwater, footing design and pavement thickness design.

Utility Survey and Clearance

DBYG Service location was carried out to identify services at risk including overhead services. A Ground Penetrating Radar scan was used to clear borehole locations of any underground/overhead services. Excavation permits were issued by the project manager prior to drilling.

Geotechnical Investigatory Works

Reference to client supplied documentation indicates the finished floor level of the lowest basement is

RL46.8m indicating cut depth of about 12m to 14m. We have nominated target depths of 1m below the underside of the level four basement. Based on the provided information, we proposed the following scope of works:

> A minimum of four (4) boreholes for the total depth of 1m below the underside of the proposed basement

slab, drilling to 13m to 15m;

> Drilling using a track mounted Comacchio drill rig with solid flight auger attachments. Auger drilling to v-bit refusal.

> Boreholes to be advance below V-bit refusal depths using NMLC methods.

> Standard Penetration Test (SPT) testing at regular depth intervals in order to determine the density/consistency of in-situ soils in deep boreholes for the proposed underground car park.



> Dynamic Cone penetration (DCP) testing at assumed subgrade level in order to assess subgrade strength in boreholes for pavement investigation.

> Installation of three (3) slotted standpipes within three nominated bores.

> Make good of road and pavement surfaces disturbed during investigations using DGB20 and cold mix.

2 SITE DESCRIPTION

Site Description

The Warrick Lane Precinct is bound by Main Street to the west and south, Sunnyholt Road to the east and the Western Railway Line to the north. The site covers an area of approximately 0.74 hectares (ha). The site

generally comprises of commercial properties as shown below on Table 3-1.

List of Properties within Proposed Lot 5 of Warrick Lane Precinct

Address Lot Identification

81-83 Main St, Blacktown Lot 3 DP11349 and Lot 3A DP11349

85 Main St, Blacktown Lot 4 DP11349

87 Main St, Blacktown Lot 4A DP11349


91 Main St, Blacktown Lot 5A DP11349


95 Main St, Blacktown Lot 2 DP202276 and Lot 3 DP202276

Warrick Lane Blacktown Lot 1 DP810070

4 Sunnyholt Road, Blacktown (Car Park) Lot 100 DP730054

Topography and Drainage

The Site has an average elevation of approximately 61 m AHD and the landscape is predominantly flat. There is a slight dip in the terrain at the carpark entrance that gradually rises to 63 m AHD toward the north eastern

boundary of the Site. Surface water is expected to runoff into the kerbside drains on the north western boundary of the Site adjacent to the carpark entrance.

Flood Potential

The Site is located within the Parramatta River catchment with Blacktown Creek located approximately 1500m to the west of the Site at its closest point. Blacktown Creek drains into Toongabbie Creek to the east, which

confluences with the Parramatta River approximately 15km east of the Site. The Site is situated in a Low Risk

Flooding Precinct according to Council flood mapping.



Regional Geology and Hydrogeology

The Penrith 1:100,000 Geological Map (Herbert, 1983) indicates that the Site sits on the Wianamatta Group.

The Wianamatta Group is a sedimentary siliciclastic group and is described as shale, siltstone and shale. The Soil Landscapes of the Sydney 1:100 000 Sheet (Chapman and Murphy, 1989) shows the Site being

within the Blacktown soil landscape. Soils of the Blacktown soil landscape include Red Kurosols (Red and Brown Podzolic Soils) Red and Yellow Sodosols (Soloths) and Yellow Chromosols (Yellow Podzolic Soils). Red Chromosols, Red Dermosols and Red Ferrosols (Krasnozems) on iron-rich parent material.

Groundwater Database

A search of the NSW Office of Water groundwater bore database indicates that there is one borehole (GW018574) located within 500 m north-west from the site. License for the use of this borehole has lapsed and the bore was authorised for waste disposal purposes. The hole has been drilled to 16.7m depth with a standing groundwater level of recorded at 12.8m bgl.

Salinity

Based on the Salinity Potential in Western Sydney map (DIPNR, 2002), the occurrence of saline soil conditions at the Site is considered to be moderate with possible high and known salinity areas as outliers within the site.

Known areas of salinity within the site are on breaks of slope, lower slopes and drainage lines.

3 INVESTIGATORY WORK

Underground Services Search

The objective of the geotechnical investigation was to provide sufficient information for the design and construction of the proposed MSCP, as discussed in Section 1 of this report. This information provided will

enable the designer to make the necessary geotechnical and pavement assessments for the proposed development.

Fieldworks

Geotechnical Drilling

Investigatory drilling was undertaken with the use of one (1) track mounted Comacchio 205 drilling rig provided by Stratacore Pty Ltd.

Deep boreholes were drilled vertically. Drilling through soil was carried out using solid flight auger with V-bit to refusal depth on weathered rock. Standard penetration tests (SPT) were undertaken through the soil profile at

1.50m intervals, proceeding from the interface of residual clay. SPT refusal was considered where 30 blows generated less than 150mm penetration.

Shallow boreholes were drilled vertical. Drilling through the soil was carried out using a 250mm diameter solid

flight auger with TC bit to residual depth. CBR samples were collected accordingly and pavement thicknesses were assessed for pavement investigation studies.

Rock coring was undertaken with the use of NMLC coring barrels, 3m in length.



Tarps were used on the ground at all time to keep the site tidy. All drilling activities and in-situ testing was undertaken with full time direction of an appropriately experienced Construction Sciences Field Professional.

Fieldwork Activities

Fieldwork for the investigation was carried out from the 17th August 2018 to 23th August 2017 and comprised

of the following sequence of activities:

> Prior to intrusive investigations, clearance of borehole locations using Electronic Detection and Ground

Penetrating Radar covered by Suresearch;

> Drilling of four (4) deep boreholes using a track mounted drill rig equipped with solid flight auger and

Tungsten-Carbide (TC) bit and NMLC core barrel for drilling in rock;

> Drilling of five (5) shallow boreholes using a track mounted drill rig equipped with solid flight auger with a

Tungsten-Carbide (TC) bit until 1.0m;

> Standard Penetration Tests (SPT) were undertaken within the soil profile at 1.5m intervals;

> Collection of disturbed soil samples for subsequent geotechnical and environmental laboratory testing;

> Collection of rock cores for point load testing and unconfined compressive strength (UCS) tests;

> Installation of three (3) groundwater monitoring wells, for continual monitoring of groundwater fluctuating levels;

All fieldworks, including logging of the subsurface profile, installation of wells and collection of disturbed / undisturbed samples, was undertaken by Geotechnical Engineers from Construction Sciences. The locations

of the completed geotechnical investigations are shown on the borehole location plan, attached to this report in Appendix A.

Subsurface conditions encountered are summarised in Section 4 and detailed engineering logs of bores (borehole logs) attached in Appendix B, together with explanatory notes.

Fieldwork was carried out in accordance with Australian Standard, AS1726-2017 ‘Australian Standard – Geotechnical Investigations’.

Laboratory Works

Samples of representative strata were recovered and returned to NATA accredited laboratories. The following

tests were carried out on selected samples:

> Four (4) Atterberg Limits to aid material classification;

> Three (3) California Bearing Ratio (CBR) tests to aid bulk in pavement design thickness

> Four (4) soil aggressivity tests to aid footing design;

> Point Load tests were carried out every 1 m of recovered core where defect spacing provided enough core

to carry out testing. A total of forty seven (47) Point Load tests were carried out;

> Rock Unconfined Compressive Strength (UCS) testing were carried out every 3 metres where defect spacing provided enough core to carry out testing. In total, four (4) UCS tests were undertaken to aid rock

strength classification.

> EC, pH, Texture Classification on 18 soil and weathered rock samples for salinity assessment and exposure

classification for soils in contact with steel and concrete structures.



> 4 soil aggressivity tests (pH, EC, CEC) were carried out on selected samples to aid assessment of soil aggressivity and exposure classification.

Where variable ground conditions were encountered during investigatory works, soil and rock sampling for

laboratory assessment was restricted due to various factors; i.e. where bedrock was encountered at shallow depths, limited subsurface soil / environmental samples could be obtained. For rock sampling, due to the

composition of the bedrock stratums, high fractures / defects and weathering profiles, made rock sampling difficult and non-testable in some instances.

The Laboratory test results for soils and rock are included in Appendix D. Laboratory testing was carried out in accordance with Australian Standard AS1289 ‘Laboratory Testing for Engineering Purposes’.

Groundwater Monitoring Wells

Groundwater monitoring well installation was undertaken in accordance with the following methodology: 1. Wells were constructed using a combination of 50 mm Class 18 PVC flush-jointed, threaded well

screen and blank casing.

2. The wells were backfilled with sand up to about 1.5 BGL followed by a bentonite plug (0.4 m thick). The annuluses of wells were backfilled with clean material from the surface to the plug.

3. The wells were completed with expansion caps and ‘Gatic’ covered lids.

4 GROUND CONDITIONS ENCOUNTERED

A brief summary of the typical sub-surface conditions encountered within each investigatory locality is provided below. For full description of the sub-surface profiles encountered at each investigatory location, reference can

be made to the borehole logs contained in Appendix B.

Subsurface Strata

The subsurface profile encountered across the site was as follows:

> >Manmade Fill predominantly comprised of Asphalt underlain by Gravelly Sand / Gravelly Clay was

encountered at relatively shallow depths across the subject site area. This was predominantly considered as the basecourse layer across the investigatory carpark.

> >Naturally occurring soil and rock was apparent at shallow depths across the subject site, residual soils

generally comprised of Clays, Silty Clays and Sandy Clays between varying depths from 0.3 and 5.0m

underlain by bedrock. The bedrock encountered across the subject site predominantly comprised of Shale.

The subsurface profiles are summarized below in Table 4-1 and presented in the engineering logs attached in Appendix B together with explanatory notes.



Subsurface Profile Summary

Soil description / Depths (m)

BH No

Fill Residual Rock

RD / TD

(m)

Standpipe

installed

GW

encountered /

Depth BSL (m) Asphalt Concrete Gravelly Sand /

Gravelly Clay

Clay/ Silty

Clay/Sandy

Clay

(RS - XW)

Shale (MW) Shale (SW) Shale

BH01 0.00-0.20 0.20-0.30 0.30-3.00 3.00-5.60 5.80-6.80 6.80-TD, 16.90 Yes NM

BH02 0.00-0.22 0.22-0.50 0.50-2.5 2.50-6.2 6.2-6.75 6.75-TD 16.20 No No

BH03 0.00-0.05 0.05-0.30 0.30-2.0 2.0-8.75 - 8.75-TD 16.75 No No

BH04 0.00-0.01 0.01-0.45 0.45-4.00 4.00-4.45 4.45-5.55 5.55-TD 14.65 Yes 13.7

BH05 0.00-0.10 0.10-0.50 0.50-TD - - - 1.50 No No

BH06 0.00-0.10 0.10-0.30 0.30-TD - - - 1.50 No No

BH07 0.00-0.40 - 0.40-TD - - - 1.50 No No

BH08 0.00-0.22 - 0.22-1.30 1.30-TD - - 1.50 No No

BH09 0.00-0.10 0.10-1.80 1.80-2.2 2.2-TD - - 4 Yes None

Encountered

BH10 Topsoil- 0.00-0.40 0.4-TD - - - 1.0 No No

Notes:

a) Refer to attached Soil Description, Rock Description and Glossary of Terms on appendix B for a full list of symbols and terms.

b) Soil Classification follows United Soil Classification system (USCS).

c) Rock Classification follows AS1726.

d) TD = Termination Depth.

e) RD = Refusal Depth.

f) BSL = Below Surface Level

g) NE = None Encountered

h) ND = Not defined



Groundwater

Groundwater inflow was not encountered in many of the augured boreholes. We note that water was used as a drilling fluid; therefore, seepage of groundwater could not be observed or monitored during investigation works.

For long-term groundwater assessment, a series of monitoring wells (BH01 and BH04) were installed at the time of drilling. A subsequent site visit was undertaken where groundwater levels were encountered as per

Table 4-2 below. During the visit, the water wells were discharged of water and left to recharge.

Groundwater Monitoring Results

Groundwater Monitoring

BH No Groundwater depth observed

BSL (m)

Approximate Surface RL (m,

AHD)

Approximate Groundwater level

observed RL (m, AHD)

BH01 NM 60.60 ND

BH04 13.7 57.75 44.05

Notes

BSL; below surface level

ND; Not Defined. Not measured due to location within the road. Will measure at the time of the detailed investigation following

the completion of demolition.

The recharge rate was not investigated prior to preparing this report. It should be noted that groundwater level may fluctuate depending on the time of the year and following periods of wet weather. Seepage may also

occur through granular material and along the soil/rock interfaces during and after periods of wet weather.

5 LABORATORY TEST RESULTS

Laboratory test results are summarised in Tables 5-1 to 5-7 below.

Soil Properties and Classification

The results of material classification testing on selected samples of the site soils are summarised below in Table 5-1 to Table 5-3.

Geotechnical Laboratory Test Results – Soil

Atterberg Limits

BH No. Depth (m BSL) Material

Description

Liquid Limit (%) Plasticity Index

(%)

Moisture

Content (%)

BH01 0.3-1.1 Clay 74 45 24.5

BH02 1.5-1.95 Silty Clay 39 17 8.0

BH03 0.3-0.7 Clay 56 28 20.2

BH04 1.5-1.95 Clay 44 24 23.4



Moisture Content Results

BH No. Depth (m) Moisture Content (%)

BH01 2.0-2.1 10.5

BH01 0.6-1.1 22.1

BH01 1.5-1.78 10.7

BH01 3.0-3.21 12.7

BH02 0.5-0.95 21.1

BH02 1.5-1.87 10.0

BH03 1.0-1.45 14.8

BH03 2.5-2.95 10.2

BH03 5.5-5.62 8.7

BH03 4.0-4.27 8.3

BH04 3.0-3.45 13.3

BH04 0.7-1.0 20.2

BH06 0.3-1.5 19.6

BH08 0.3-0.6 14.1

BH10 0.5-1.0 16.9

California Bearing Ratio (CBR) Test Results;

CBR (%)

BH No. Depth (m

BSL)

Material

Description

MDD1 (t/m3) OMC2 (%) CBR (%) Swell (%)

BH06 0.3-1.5 Gravelly Clay 1.82 16.5 6 1.0

BH08 0.3-0.6 Shaley Clay 1.73 18.5 2.5 2.5

BH10 0.5-1.0 Shaley Clay 1.67 20.5 2.5 3.0

Notes:

1. Standard Maximum Dry Density

2. Optimum Moisture Content

CBR testing was undertaken on remoulded specimens compacted to a target 100% standard maximum dry

density with a surcharge of 4.5 kg and soaked for four days. Subgrade strength is moisture and density dependent and where the existing subgrade is compacted to less than 100% standard compaction and moistures above OMC exist, the in situ CBR values may be less than the above tested values.



Rock Properties and Classification

Rock strength was assessed based on Point Load Strength Index (PLSI) and Unconfined Compressive

Strength tests (UCS) on recovered rock cores. Rock strength interpreted from axial PLSI Tests are

summarised in Table 5-4 below:

Rock Strength Results

BH No. Sample / Depth (m

BSL)

UCS Is(50) Strength Grade

UCS

(MPa)

Diametrical

(MPa)

Axial

(MPa)

BH01 7.1-7.2 - 0.19 0.27 Low

BH01 8.0-8.9 - 0.61 0.90 Medium

BH01 9.33-9.44 - 0.33 0.42 Medium

BH01 10.23-10.33 - 0.24 0.28 Low to Medium

BH01 11.47-11.57 - 0.28 0.37 Medium

BH01 12.56-12.65 - 0.18 0.30 Low to Medium

BH01 13.05-13.38 0.98 - -

BH01 13.43-13.525 - 0.27 0.31 Medium

BH01 14.15-14.25 - 0.40 0.44 Medium

BH01 15.8-15.9 - 0.72 0.37 Medium

BH01 16.0-16.1 - 0.17 0.31 Low to Medium

BH02 6.6-6.7 - 0.32 0.20 Low to Medium

BH02 7.37-7.47 - 0.31 0.26 Low to Medium

BH02 8.05-8.15 - 0.25 0.32 Low to Medium

BH02 9.7-9.8 - 0.46 0.39 Medium

BH02 10.68-10.78 - 0.20 0.42 Low to Medium

BH02 11.18-11.29 - 0.43 0.38 Medium

BH02 12.8-12.93 - 0.18 0.36 Low to Medium

BH02 13.24-13.33 - 0.24 0.28 Low

BH02 14.32-14.42 - 0.18 0.18 Low

BH02 15.0-15.1 - 0.28 0.27 Low

BH02 15.72-16.0 5.44

BH02 16.1-16.21 - 0.25 0.23 Low

BH03 8.77-8.88 - 0.20 0.32 Low to Medium

BH03 9.42-9.53 - 0.27 0.35 Low to Medium

BH03 9.9-9.98 - 0.38 0.41 Medium



BH03 10.45-10.54 - 0.42 0.29 Medium

BH03 11.5-11.61 - 0.32 0.35 Medium

BH03 12.0-12.07 - 0.24 0.17 Low

BH03 12.15-12.24 - 0.29 0.26 Low

BH03 12.33-12.53 20.1

BH03 13.09-13.18 - 0.13 0.34 Low to Medium

BH03 13.4-13.49 - 0.30 0.41 Medium

BH03 14.44-14.53 - 0.21 0.19 Low

BH03 15.1-15.2 - 0.31 0.34 Medium

BH03 15.54-15.64 - 0.40 0.37 Medium

BH03 16.2-16.3 - 0.46 0.57 Medium

BH04 4.45-4.56 - 0.49 0.14 Low to Medium

BH04 4.75-4.86 - 0.47 0.37 Medium

BH04 5.24-5.32 - 0.31 0.39 Medium

BH04 6.0-6.1 - 0.38 0.43 Medium

BH04 6.79-6.87 - 0.20 0.35 Low to Medium

BH04 7.5-7.58 - 0.35 0.31 Medium

BH04 8.0-8.13 - 0.24 0.31 Low to Medium

BH04 9.31-9.41 - 0.12 0.20 Low

BH04 10.1-10.2 - 0.29 0.23 Low

BH04 11.5-11.6 - 0.14 0.21 Low

BH04 12.2-12.33 - 0.29 0.39 Medium

BH04 12.79-13.0 10.6

BH04 13.2-13.31 - 0.88 0.66 Medium

BH04 14.09-14.19 - 1.01 1.07 High

Environmental Soil Aggressivity Results

Results of soil aggressivity tests on selected samples obtained from select boreholes and considered representative of the soil and weathered rock profiles encountered across the site are summarised in Table 5-

5 below.



Soil Aggressivity and Exposure Classification

BH ID. Depth (m

BSL)

Soluble Chloride (mg/kg)

pH Resistivity* (ohm.m)

Soluble Sulphate (mg/kg)

Moisture (%)

Exposure Classification1

(AS 3600-2009)

Exposure Classification1

(AS 2159-2009)

BH01 0.6-1.1 290 5.7 1900 130 13 A1 Non-aggressive

BH02 1.5 150 9.4 1500 110 9.7 A1 Non-aggressive

BH03 0.5-0.7 310 6.5 1700 270 25 A1 Non-aggressive

BH04 2.5 50 7.3 4900 74 17 A1 Non-aggressive

Note:

1. Exposure classification for buried reinforced concrete based on Tables 4.8.1 and 4.8.2 of AS 3600-(2009).

Soil Salinity Results

Soil salinity test results were assessed following salinity rating provided in Department of Land Water Conservation NSW, 2002: Site Investigations for urban salinity. It is noted that the values provided in Site

Investigations for urban salinity, were derived for agricultural purposes although are considered appropriate

when used in conjunction with the soil aggressivity values outlined further in this report.

Soil Salinity Classification

BH No. Depth (m BSL)

Soil Type (Texture Classification)

Multiplier EC

(dS/m)

ECe

(dS/m)

Salinity Classification 1

BH01 0.3 Heavy Clay 6 0.49 2.94 Slightly Saline

BH01 0.6-1.1 Heavy Clay 6 0.26 1.56 Non-Saline

BH01 1.1 Medium Clay 7 0.22 1.54 Non-Saline

BH01 1.5 Heavy Clay 6 0.29 1.74 Non-Saline

BH01 2.0 Silty Clay 8.5 0.22 1.87 Non-Saline



BH02 1.4 Silty Clay 8.5 0.17 1.445 Non-Saline

BH02 1.5 Silty Clay 8.5 0.38 3.23 Slightly Saline

BH02 2.4 Silty Clay with Gravel 8.5 0.34 2.89 Slightly Saline

BH02 2.5 Silty Clay with Gravel 8.5 0.28 2.38 Slightly Saline

BH03 0.5-0.7 Heavy Clay 6 0.39 2.34 Slightly Saline







Notes:

1 Based on Table 6.1 and Table 6.2 in DLWC (2002).



6 GEOTECHNCIAL ASSESSMENT

Subsurface Conditions / Geology

The general ground conditions encountered on site have been discussed in Section 4 of this report. In summary, the ground conditions encountered are relatively uniform, comprising of asphalt concrete underlain by shallow gravelly clay/gravelly sand fill predominantly existing pavement profile layers, underlain by residual

clays. Residual Clays encountered generally comprised of silty and sandy clays of medium to high plasticity, at depths ranging between 0.3m and 4.0m overlying bedrock. Bedrock encountered across the site predominantly comprised of Shale.

Geotechnical Parameters

Based on the borehole logs and the results of laboratory tests, geotechnical design parameters are presented to assist with geotechnical design. Table 6-1 presents interpreted geotechnical strength and deformation

parameters for soil stratum.

Material Strength Parameters

Unit Origin Description ɣ

(KN/m3)

Cu

(kPa)

C’

(kPa)

ɸ’

(o)

E’

(MPa)

1A FILL Gravelly SAND N/A N/A N/A N/A N/A

1B FILL Sandy Gravelly CLAY N/A N/A N/A N/A N/A

2 RESDIUAL Silty CLAY/Sandy CLAY

(firm to stiff)

18 50 0 26 7.5

2 RESIDUAL CLAY/ Sandy CLAY/Silty

CLAY (stiff to hard)

19 80 2 26 12

N/A = No geotechnical parameters have been assigned to manmade fill layers due to potential variability. Relative density

of natural granular layers, if any, shall be assessed based on SPT N values. All manmade (i.e. fill) layers are recommended

to be considered loose (for granular soils) or soft (for fine-grained soils).

Cu = Undrained Shear Strength (kPa)

ɣ = Unit Weight (kN/m3)

C’ = effective cohesion

ɸ’ = internal angle of friction

E’ = Modulus of Elasticity

Rock Classification

The classification of shale / shale rock encountered on site is summarized in Table 6-2 following Pells et al

(1978 and 1998). Due to the dominating presence of shale encountered on site, shale rock classification was considered for the subject site.



Classification of Rock at Borehole Locations

BH No: Depth from SL

(m)

Approximate RL

Depth (m)

Thickness (m) Shale Rock

Classification

Average Strengths

for Shale

BH01 5.8 - 5.9 54.2 - 54.1 0.1 V Very Low to Low

Strength 5.9 - 6.89 54.1 - 53.11 0.99 IV

6.89 - 15.85 53.11 - 44.15 8.96 III Low to Medium

Strength 15.85 - 16.9 44.15 - 43.1 1.05 II

BH02 6.2 - 16.2 54.3 - 44.3 10.2 III Low to Medium

Strength


Strength 15.54 - 16.75 44.26 - 43.05 1.21 II


Strength 14.05 - 14.65 43.7 - 43.1 0.6 II

Note:

The above classification considers rock substance strength, defect spacing and allowable seams as required by Pells et al (1998). Thereby, a portion of rock mass not meeting an upper class is placed at the next lower class where all three factors are satisfied. A strata of rock is subjected to all three factors in general and combining thin layers of different class into a thick stratum using engineering judgement. The Designer shall review the borehole logs and core photographs to assess the potential impacts of thin layers combined in thicker layers. This is particularly true for end bearing piles, which shall be checked not to be adversely impacted by weak/ highly fractured bands of rock below the designed pile toe level.

Earthworks

Excavatability

Excavation recommendations below should be complemented by reference to the Australian Standard AS

3789-2007 ‘Guidelines on Earthworks for Commercial and Residential Developments’.

The proposed lower basement finished floor level is understood to be about RL46.8m, which will require excavation to depths of up about 13.7m. In order to achieve that level, it is anticipated that the excavation will extend through the soil profile and penetrate the weathered shale bedrock of low to medium strength.

Excavation of the topsoil, fill, residual soils and upper extremely weathered shale rock can be completed using conventional hydraulic equipment with bucket attachments. The stronger shale may need to be excavated

using ripping tynes fitted to larger excavator and/or hydraulic rock hammers. Care must be taken when rock hammers are used in demolition of existing buildings and penetration of medium

strength shale due to the risk of damage to neighbouring properties from vibrations generated from such equipment. Initial saw cuts through the bedrock may be adopted using rock saw attachments to the excavator in order to control vibration and over break of the shale bedrock. Use of a grinder attachment is recommended

for final trimming of excavation faces in better quality shale in order to assist in limiting the vibrations, which might be created using a rock hammer.

The transmitted vibrations quantitatively should be monitored during the excavation to assess the transmitted vibrations within the limit of 2mm/s2 or below for residential development. Where the transmitted vibrations are exceeded, smaller rock excavation equipment such as rock hammer, ripping hooks, rotary grinders or rock



saws should be used. It is recommended that excavation using rock hammers should initially commence away from the neighbouring structures, and gradually move toward.

It is noted that medical imaging equipment located at a nearby site would require a smaller vibration limit of

(<1mm/s2).

It is recommended that a trial excavation with smaller equipment be carried out to assess vibration generated prior to bulk excavation. Vibration monitoring should be carried out by engaging an experienced consultant during the trial and in bulk

excavation. When considering excavation at any of the sites, the findings and recommendations presented in the

Contamination Assessment report should also be considered.

Excavations for services trenches in soil and underlying highly weathered rock, if required, similarly will be

able to be achieved with excavators based on the findings of the investigation.

Excavation Support

It is understood that the proposed basement footprints will be set back about 2m from the eastern and western site boundaries. The excavation is understood to extend beyond a portion of Warrick Lane and will be adjacent to Main street footpath.

It is likely that northern excavation wall may be carried out with benching and without temporary excavation support. The eastern, western and southern walls may require excavation support over the overburden soils

and extremely weathered rock profile. The need for support system should be assessed based on inspections during bulk excavation. Temporary excavations in residual soils and weathered rock may be carried out based on the following batters;

Residual Clay, 1.0H: 1.0V

Shale, Class V/IV, 0.5H :1.0V

Shale, III or better, Vertical.

The following options for lateral support that may be considered are tabulated below:

Excavation Supports

Wall Type Advantages Disadvantages Additional Comments

Open Cut

excavation

Simple / Cheap Option Dependant on batter slope /

space

Consideration of groundwater

table required. Base and slope

instability and dewatering to be

assessed.

Soil Nails Simple / Relatively cheap

option

Phased works within open

cut

Consideration of groundwater

table required. Base and slope

instability and dewatering to be

assessed.



Sheet pile wall Provides an economic

embedded wall

No arising’s to be removed

Suitable as a water

retaining system

Potential declutching in

coarse grained soil

Use of tie back anchors (soil

strength and space

considerations). Cantilever

sheet piles to be evaluated.

Groundwater table and tanking

to be considered.

Secant Piles A permanent water-

retaining wall

Installed using standard

piling plant with high torque

rigs

Depth is limited by the

vertical tolerance, which

may determine the depth of

secanting

Use of tie back anchors (soil

strength and space

considerations). Cantilever

option to be evaluated.

Groundwater table and tanking

to be considered.

Contiguous

piles

The cheapest form of

concrete piled wall

Not a water retaining

solution

Not a permanent solution in

any soil due to gaps

between piles unless

structural face is applied

The presence of a shallow

groundwater table makes this

option unlikely.

Considering the above options, pros and cons, the following recommendations are given:

1. Where excavation is not along another property, use open excavation technique with benching and

rock fall protection where required.

2. Where excavation is along another property, the following two options should be considered:

a. Use a tied back contiguous or secant pile wall. This requires negotiated agreement with the property owner for right to install tiebacks into their property.

b. Use an internally braced contiguous or secant pile wall where structures sensitive to

settlement / horizontal movement are located within 15m from the excavation. Elsewhere, use cantilevered sheet pile walls with provision for remedial works on the adjacent property.

Sheet pile walls cannot be used in this profile due to shallow rock requiring hard driving

All retaining walls should be permanently drained to avoid development of hydrostatic pressure behind the wall. A free draining, drainage layer or subsoil drains should be placed below the basement floor slabs. The

drains should be graded to sumps with an automatic fail-safe pump system for discharge of collected seepage to the stormwater system.

Excavation support should be engineer designed by engaging an experienced geotechnical/structural consultant and the effect of excavation on adjoining structures should be assessed with suitable modelling. A geotechnical consultant should be engaged to assess the stability issues exposed during the excavation in

order to provide an adequate comment on the further support requirements.



Groundwater

Groundwater inflows into the excavation are expected given that groundwater was encountered within the

monitoring well (BH04). Based on the above limited information it is anticipated that basement floor levels will extend below the the level at which groundwater may be at least intermittently encountered. Allowance for seepage and/or groundwater should be made and would tend to occur along the soil/rock interface and through

joint, fracturing and bedding planes within the shale, particularly during and after rainfall events.

Groundwater would be within medium strength rock and dewatering is unlikely to affect adjoining structures

on shallow footings. It is assessed that a simple sump pump method of dewatering would be adequate. Dewatering required during excavation is unlikely to exceed 2ML/year to trigger Office of water licensing requirements.

It is anticipated that a drained basement with provision for pump out along with drainage behind excavation

walls would be feasible. Final design for the basement will have to take into account hydrostatic uplift loadings on the basement floor

and retaining walls. Allowance should be made for groundwater rising fluctuations that may occur after prolonged or heavy rain periods. It is therefore recommended period groundwater monitoring be carried out prior to excavation.

Vibrations

Plant used for excavations could cause vibration damage to the existing adjacent underground services or

structures such as brick buildings. It is recommended that the following steps be taken to assess and manage

the risk posed by vibrations.

> Carry out a dilapidation survey of the presence of vibration sensitive underground services and buildings.

> Prepare a vibration management plan setting threshold limits on peak particle velocity (PPV), install monitoring systems where required, monitor vibrations and take control measures as required.

Please refer to the comments provided in Section 6.3.1 for more details on vibration management.

Dilapidation Survey

Prior to commencement of excavation, it is recommended that a dilapidation report be carried out by a structural engineer on the neighbouring properties. The report should detail the inspection record of the neighbouring properties both externally and internally. It would be prudent to extend the dilapidation survey to

public infrastructure.

After the reports are prepared, the owners of the adjoining properties should be asked to confirm that they

represent a fair record of existing condition of their property. The benefit of a dilapidation report is that it provides a professional record of the existing building condition

and would help to protect the builder/contractor against spurious claims for damage that was present prior to

commencement of the excavation.



Footings

The proposed development at the sites comprise 2 flanking buildings designed above the east and west ends

of the basement carpark, each to be 4 levels. The proposed carpark will be concrete with 4 suspended floor levels including the trafficable roof slab. Column loads for the carpark are expected to be in the order of

11000kN (working load). The client brief indicate the column loads for the flanking buildings to be in the order of 2100kN (working load). However this is likely to change depending upon the details of the building layout.

Based on the investigation and the proposed finished levels for the lower basement level, it is anticipated that

at the base of the proposed excavation will expose Class III Shale of medium strength. Either strip/spread high-level footings could be considered for supporting the building.

. For the purposes of footing design, the parameters shown in Table 6-4 may be used.

While it is assessed that Class II shale to be present at the basement level, drilling only extended 1m below the basement. Therefore, air track drilling and spoon testing below the foundation to twice the width of the footing should be carried out to confirm design of strip/spread footings based on Class II shale. Alternatively,

the design may be based on Class III shale.

It is noted that if bored piers are proposed additional confirmatory drilling should be carried out after excavation

of the basement.

Limit State design parameters

Rock Mass

Classification

Ultimate End

Bearing (MPa)8

Allowable End

Bearing Pressure

(MPa)6

Ultimate Shaft

Adhesion (kPa)

Elastic

Modulus E’,

MPa

Spring constant

Ks1 kN/m

#1,2,3,4

Shale II 30 5 600 1000 700,000

Shale III 9 3.5 350 300 200,000

1. The spring constants given above are for one metre wide structure element with springs spaced at 1m interval. For different structure element widths the above spring constants should be modified. The simplified modification formula may be used.

Ksm = Ks1 / width of structure element, m

Where Ksm = spring constant modified

Ks1 = spring constant for 1m wide structure element

2. It is recommended to undertake sensitivity assessments using 50% to 200% of spring constant values.

3. For structural modelling purposes, spring constants are provided for the different soil/rock units. Spring constants are given per unit deflection. The spring constants should only be used as an initial estimate of soil structure interaction behaviour. Detailed design of pile foundations will involve an iterative process between Structural and Geotechnical Engineers to model lateral behaviour of piles considering soil-yielding phenomenon.

4. No springs should be assigned for soil depths from 0m to 1.5 x pile diameter. The springs for soils from 1.5 x pile diameter to 3 x pile diameter, linearly increases from 0kN/m3 to value of spring constant assigned in Table 5-4.

5. N/R = Not Recommended

6. End bearing pressure to cause settlement of <1% of minimum footing dimension

7. Ultimate shaft adhesion a clean socket of roughness category of R2 or better

8. Ultimate values occur at large settlement (>5% of minimum footing dimension)



A qualified professional geotechnical engineer should be engaged to verify the founding materials be suitable for the above recommended allowable end bearing pressure and carried out the spoon test prior to pouring of concrete.

Basement Slab

The basement level is understood to be at RL46.8m, which will be within weathered shale of variable quality

If the lowest basement slab is designed independent of footings, a granular subbase layer should be provided for separation between the rock and basement slab. It is recommend the layer comprise at least 100mm thick

granular subbase compliant with RMS specifications compacted to at least 100% standard maximum dry density.

Seismic Activity

Current Australian standards AS5100 and AS4678 both refer to AS1170.4-1993 for earthquake actions, notwithstanding the latest revision of AS1170.4 is 2007.

As required in AS1170.4-2007 a Site Sub-Soil Class Be and a Hazard Factor (Z) of 0.08 are recommended.

7 PAVEMENT THICKNESS DESIGN

The subgrade for near surface residual clays of Warrick Lane recorded CBR values in the range 2.5% to 6.0%.

A pavement design CBR of 2.0% is recommended for design of at grade pavements associated with the project. ..

The exposed subgrade should be closely inspected at the time of construction to ensure that material of lower than the assumed design strength does not support the pavement at any locations. Should weaker subgrade material be encountered, consideration should be given to removing and replacing the weak strata with a

higher quality material, or reassessing the pavement design.

In addition, subsoil drainage should be installed to ensure that the subgrade and pavements do not become

saturated in service. Furthermore, with the gathered information, it is recommended to have the following pavement thickness

design based on a design CBR of 2.0% and design traffic (ESA) of 2x106 from council guidelines.

Recommended pavement thickness design for Warrick Lane

Pavement Layer Thickness(mm)

Wearing Course 50

Basecourse 120

Subbase 300

Subgrade(Select Fill) 260

Subgrade CBR 2%



8 Salinity Assessment

Based on the Salinity Potential in Western Sydney map (DIPNR, 2002), the occurrence of saline soil conditions at the Site is considered to be moderate with possible high and known salinity areas as outliers within the site. Known areas of salinity within the site are on breaks of slope, lower slopes and drainage lines.

Soil salinity was assessed based on electrical conductivity (EC) of 1:5 by mass soil: water suspension and multiplying by a factor depending upon textural classification of soil to assess the electrical conductivity of pore

water within the soil mass when it is saturated (ECe). A salinity scale adopted in the Salinity WSROC Code of Practice was used for salinity rating. The salinity scale adopted is given in Table 8-1 below:

Salinity Classification

Salinity Classification ECe dS/m

Non Saline (NS) 0 – 1.99

Slightly Saline (SS) 2.0 – 3.99

Moderately Saline (MS) 4.0 – 7.99

Highly Saline (HS) >8.0

Note: 1. Based on Table 6.2 of Department of Land Water Conservation NSW, 2002: Site Investigations for urban salinity.

Eighteen (18) samples were tested for salinity. Salinity test results indicate that subsurface materials at the

investigated locations can generally be categorised as ‘non-saline to ‘slightly saline’.

8.1 Soil pH, Chloride and Sulphate

Soil pH was measured in all samples tested for Electrical Conductivity. pH less than 7.0 indicates acidity and more than 7.0 represent alkaline conditions. The results indicated that soil pH to be in the range 5.7 to 9.7.

Chloride and sulphate results were less than 5,000mg/kg.

Based on pH, chloride and sulphate of residual clay, the site soils are assessed to be non-aggressive to steel and concrete piles in accordance with AS 2159-2009 Piling Code. In accordance with AS3600 (2009),

exposure classification for concrete ‘A1’ for the subsurface materials across the investigated areas. Future concrete structures should be designed in accordance with the concrete cover specifications in AS 3600 (2009)

for an exposure classification of ‘A1’.

Cation Exchange Capacity (CEC)

Four samples comprising soil and weathered rock were tested for Cation Exchange Capacity (CEC) and

Exchangeable Sodium Percentage (ESP). CEC values ranged from 10meq/100g to 17meq/100g and ESP ranged from 11.8% to 26.5% indicating sodic soils. Sodic soils can cause swelling when wet, causing separation of the clay particles, hence soil dispersion.

The laboratory test results for Electrical Conductivity, pH and Cation Exchange Capacity are attached.



Recommendations

Although soils are likely to be non-saline to slightly saline, site development may impact the salinity

classification. Saline soil management strategies, prepared at construction certificate stage following review of proposed development levels, may limit the impact of the development on salinity conditions and possible

impacts of saline conditions on the proposed development. Typical management strategies may include: > Limiting soil disturbance, such as compaction of soils, cutting and filling.

> Designing and building structures to limit interference with natural water flow on site.

> Using appropriate construction materials and techniques to salt proof buildings and infrastructure.

> Utilising damp proof courses and water proofing of slabs.

> Using exposure grade bricks/masonry below damp course or in retaining walls.

> Providing concrete strength and cover to steel reinforcing in accordance with AS 3600 (2009) and the exposure classifications outlined in Table 6.

> Limiting excess surface water infiltration into the soil by designing, installing and maintaining appropriate stormwater drainage (gutters, downpipes, pits and pipes).

> Further assessment including laboratory testing, to improve characterisation of site salinity conditions,

particularly in proposed development areas, and assess potential ensuing implications on the proposed development and mitigation requirements.

9 FURTHER INSPECTION AND ASSESSMENT

The following summarises the further geotechnical input, which has been discussed in the preceding sections of this report:

> Installation of excavation support

> Vibration assessment and management

> Inspection of the bored pile installation

> Inspection and testing of all footing excavations to confirm that the design ABP has been achieved.

> Monitoring of Groundwater levels

> Commentary on Excavated Materials

> Dilapidation surveys

> Pavement Thickness design for Warrick Lane



CLOSING

This report should be read in conjunction with the attached information sheets and explanatory notes. We trust that this report meets you current requirements. Please do not hesitate to contact the authors if you have any queries.




APPENDIX

INFORMATION SHEETS

CS-ENG-001A, Version 1.0, May 2018

Information About This Report

LIMITATIONS

Scope of Services: The report has been prepared in accordance with the scope of services set out in CS’s Proposal under CS’s Terms of

Engagement, or as otherwise agreed with the Client. The scope of services may have been limited and/or amended by a range of factors

including time, budget, access and site constraints.

Specific Purpose: The report is provided for the specific development and purpose as described in the report. The report may not contain

sufficient information for developments or purposes other than that described in the report.

Currency of Information: The information in this report is considered accurate at the date of issue with regard to the current conditions of

the site.

Reliance on Information: In preparing the report CS has necessarily relied upon information provided by the Client and/or their Agents.

Such data may include surveys, analyses, designs, maps and plans. CS has not verified the accuracy or completeness of the data except as

stated in this report.

Copyright and Reproduction: The contents of this document are and remain the intellectual property of CS. This document should only be

used for the purpose for which it was commissioned and should not be used for other projects or by a third party. This report shall not be

reproduced either totally or in part without the permission of CS. Where information from this report is to be included in contract documents or

engineering specification for the project, the entire report should be included in order to minimise the likelihood of misinterpretation.

Construction Specifications: Unless otherwise stated, the report, or sections of the report, should not be used as part of a specification for

a project, without review and agreement by CS.

Report Should Not be Separated: The report must be read in conjunction with the attached Information Sheets and any other explanatory

notes and should be kept in its entirety without separation of individual pages or sections.

Review by Others: CS cannot be held responsible for interpretations or conclusions from review by others of this report or test data, which

are not otherwise supported by an expressed statement, interpretation, outcome or conclusion stated in this report.

GENERAL NOTES

Geotechnical and Environmental Reporting: Geotechnical and environmental reporting relies on the interpretation of factual information

based on judgment and opinion and is far less exact than other engineering or design disciplines. Geotechnical and environmental reports

are for a specific purpose, development and site as described in the report and may not contain sufficient information for other purposes,

developments or sites (including adjacent sites) other than that described in the report.

Subsurface Conditions: Subsurface conditions can change with time and can vary between test locations. For example, the actual interface

between the materials may be far more gradual or abrupt than indicated and contaminant presence may be affected by spatial and temporal

patterns. Therefore, actual conditions in areas not sampled may differ from those predicted since no subsurface investigation, no matter how

comprehensive, can reveal all subsurface details and anomalies. Construction operations at or adjacent to the site and natural events such

as floods, earthquakes or groundwater fluctuations can also affect subsurface conditions and thus the continuing adequacy of a geotechnical

report. CS should be kept informed of any such events and should be retained to identify variances, conduct additional tests if required, and

recommend solutions to problems encountered on site.

Groundwater: Groundwater levels indicated on borehole and test pit logs are recorded at specific times. Depending on ground permeability,

measured levels may or may not reflect actual levels if measured over a longer time period. Also, groundwater levels and seepage

inflows may fluctuate with seasonal and environmental variations and construction activities.

Interpretation of Data: Data obtained from nominated discrete locations, subsequent laboratory testing and empirical or external sources

are interpreted by trained professionals in order to provide an opinion about overall site conditions, their likely impact with respect to the

report purpose and recommended actions in accordance with any relevant industry standards, guidelines or procedures.

Soil and Rock Descriptions: Soil and rock descriptions are based on AS 1726 – 1993, using visual and tactile assessment except at

discrete locations where field and / or laboratory tests have been carried out. Refer to the accompanying soil and rock terms sheet for further

information.

Further Advice: CS would be pleased to further discuss how any of the above issues could affect a specific project. We would also be

pleased to provide further advice or assistance including:

• Assessment of suitability of designs and construction techniques;

• Contract documentation and specification;

• Construction control testing (earthworks, pavement materials, concrete);

• Construction advice (foundation assessments, excavation support).

Explanatory Notes The methods of description and classification of soils and rocks used in this report are based on Australian Standard AS1726-

2017 Geotechnical Site Investigations. Material descriptions are deduced from field observation or engineering examination,

and may be appended or confirmed by in situ or laboratory testing. The information is dependent on the scope of investigation,

the extent of sampling and testing, and the inherent variability of the conditions encountered.

Subsurface investigation may be conducted by one or a

combination of the following methods.

Method

Test Pitting: excavation/trench

BH Backhoe bucket

EX Excavator bucket

R Ripper

H Hydraulic Hammer

X Existing excavation

N Natural exposure

Manual drilling: hand operated tools

HA Hand Auger

Continuous sample drilling

PT Push tube

PS Percussion sampling

SON Sonic drilling

Hammer drilling

AH Air hammer

AT Air track

Spiral flight auger drilling

AS Auger screwing

AD/V Continuous flight auger: V-bit

AD/T Continuous spiral flight auger: TC-Bit

HFA Continuous hollow flight auger

Rotary non-core drilling

WB Washbore drilling

RR Rock roller

Rotary core drilling

PQ 85mm core (wire line core barrel)

HQ 63.5mm core (wire line core barrel)

NMLC 51.94mm core (conventional core barrel)

NQ 47.6mm core (wire line core barrel)

DT Diatube (concrete coring)

Sampling is conducted to facilitate further assessment of

selected materials encountered.

Sampling method

Soil sampling

B Bulk disturbed sample

D Disturbed sample

C Core sample

ES Environmental soil sample

SPT Standard Penetration Test sample

U Thin wall tube ‘undisturbed’ sample

Water sampling

WS Environmental water sample

Field testing may be conducted as a means of assessment

of the in situ conditions of materials.

Field testing

SPT Standard Penetration Test

HP/PP Hand/Pocket Penetrometer

Dynamic Penetrometers (blows per noted increment)

DCP Dynamic Cone Penetrometer

PSP Perth Sand Penetrometer

MC Moisture Content

VS Vane Shear

PBT Plate Bearing Test

IMP Borehole Impression Test

PID Photo Ionization Detector

If encountered, refusal (R), virtual refusal (VR) or hammer

bouncing (HB) of penetrometers may be noted.

The quality of the rock can be assessed by the degree of

natural defects/fractures and the following.

Rock quality description

TCR Total Core Recovery (%)

(length of core recovered divided by the length of core run)

RQD Rock Quality Designation (%)

(sum of axial lengths of core greater than 100mm long divided by the length of core run)

Notes on groundwater conditions encountered may include.

Groundwater

Not Encountered Excavation is dry in the short term

Not Observed Water level observation not possible

Seepage Water seeping into hole

Inflow Water flowing/flooding into hole

Perched groundwater may result in a misleading indication

of the depth to the true water table. Groundwater levels are

also likely to fluctuate with variations in climatic and site

conditions.

Notes on the stability of excavations may include.

Excavation conditions

Stable No obvious/gross short term instability noted

Spalling Material falling into excavation (minor/major)

Unstable Collapse of the majority, or one or more face of the excavation

Explanatory Notes: General Soil Description The methods of description and classification of soils used in this report are based on Australian Standard AS1726-2017

Geotechnical Site Investigations. In practice, a material is described as a soil if it can be remoulded by hand in its field condition

or in water. The dominant component is shown in upper case, with secondary components in lower case. In general

descriptions cover: soil type, plasticity or particle size/shape, colour, strength or density, moisture and inclusions.

In general, soil types are classified according to the

dominant particle on the basis of the following particle sizes.

Soil Classification Particle Size (mm)

CLAY < 0.002

SILT 0.002 0.075

SAND fine 0.075 to 0.21

medium 0.21 to 0.6

coarse 0.6 to 2.36

GRAVEL fine 2.36 to 6.7

medium 6.7 to 19

coarse 19 to 63

COBBLES 63 to 200

BOULDERS > 200

Soil types may be qualified by the presence of minor

components on the basis of field examination methods

and/or the soil grading.

Terminology In coarse grained soils In fine soils

% fines % coarse % coarse

Trace ≤5 ≤15 ≤15

With >5, ≤12 >15, ≤30 >15, ≤30

The strength of cohesive soils is classified by engineering

assessment or field/lab testing as follows.

Strength Symbol Undrained shear strength

Very Soft VS ≤12kPa

Soft S 12kPa to ≤25kPa

Firm F 25kPa to ≤50kPa

Stiff St 50kPa to ≤100kPa

Very Stiff VSt 100kPa to ≤200kPa

Hard H >200kPa

Cohesionless soils are classified on the basis of relative

density as follows.

Relative Density Symbol Density Index

Very Loose VL <15%

Loose L 15% to ≤35%

Medium Dense MD 35% to ≤65%

Dense D 65% to ≤85%

Very Dense VD >85%

The plasticity of cohesive soils is defined by the Liquid Limit

(LL) as follows.

Plasticity Silt LL Clay LL

Low plasticity ≤ 35% ≤ 35%

Medium plasticity N/A > 35% ≤ 50%

High plasticity > 50% > 50%

The moisture condition of soil (w) is described by

appearance and feel and may be described in relation to the

Plastic Limit (PL), Liquid Limit (LL) or Optimum Moisture

Content (OMC).

Moisture condition and description

Dry Cohesive soils: hard, friable, dry of plastic limit. Granular soils: cohesionless and free-running

Moist Cool feel and darkened colour: Cohesive soils can be moulded. Granular soils tend to cohere

Wet Cool feel and darkened colour: Cohesive soils usually weakened and free water forms when handling. Granular soils tend to cohere

The structure of the soil may be described as follows.

Zoning Description

Layer Continuous across exposure or sample

Lens Discontinuous layer (lenticular shape)

Pocket Irregular inclusion of different material

The structure of soil layers may include: defects such as

softened zones, fissures, cracks, joints and root-holes; and

coarse grained soils may be described as strongly or weakly

cemented.

The soil origin may also be noted if possible to deduce.

Soil origin and description

Fill Anthropogenic deposits or disturbed material

Topsoil Zone of soil affected by roots and root fibres

Peat Significantly organic soils

Colluvial Transported down slopes by gravity/water

Aeolian Transported and deposited by wind

Alluvial Deposited by rivers

Estuarine Deposited in coastal estuaries

Lacustrine Deposited in freshwater lakes

Marine Deposits in marine environments

Residual soil

Soil formed by in situ weathering of rock, with no structure/fabric of parent rock evident

Extremely weathered material

Formed by in situ weathering of geological formations, with the structure/fabric of parent rock intact but with soil strength properties

The origin of the soil generally cannot be deduced solely on

the appearance of the material and the inference may be

supplemented by further geological evidence or other field

observation. Where there is doubt, the terms ‘possibly’ or

‘probably’ may be used

Explanatory Notes: General Rock Description The methods of description and classification of rocks used in this report are based on Australian Standard AS1726-2017

Geotechnical Site Investigations. In practice, if a material cannot be remoulded by hand in its field condition or in water, it is

described as a rock. In general, descriptions cover: rock type, grain size, structure, colour, degree of weathering, strength, minor

components or inclusions, and where applicable, the defect types, shape, roughness and coating/infill.

Rock types are generally described according to the

predominant grain or crystal size, and in groups for each

rock type as follows.

Rock type Groups

Sedimentary Deposited, carbonate (porous or non), volcanic ejection

Igneous Felsic (much quartz, pale), Intermediate, or mafic (little quartz, dark)

Metamorphic Foliated or non-foliated

Duricrust Cementing minerology (iron oxides or hydroxides, silica, calcium carbonate, gypsum)

Reference should be made to AS1726 for details of the rock

types and methods of classification.

The classification of rock weathering is described based on

definitions in AS1726 and summarised as follows.

Term and symbol Definition

Residual Soil

RS Soil developed on rock with the mass structure and substance of the parent rock no longer evident

Extremely

weathered

XW Weathered to such an extent that the rock has ‘soil-like’ properties. Mass structure and substance still evident

Distinctly

weathered

DW The strength is usually changed and may be highly discoloured. Porosity may be increased by leaching, or decreased due to deposition in pores. May be distinguished into MW (Moderately Weathered) and HW (Highly Weathered).

Slightly

weathered

SW Slightly discoloured; little or no change of strength from fresh rock

Fresh Rock FR The rock shows no sign of decomposition or staining

The rock material strength can be defined based on the

point load index as follows.

Term and symbol Point Load Index Is50 (MPa)

Very Low VL 0.03 to 0.1

Low L 0.1 to 0.3

Medium M 0.3 to 1.0

High H 1.0 to 3

Very High VH 3 to 10

Extremely High EH > 10

It is important to note that the rock material strength as

above is distinct from the rock mass strength which can be

significantly weaker due to the effect of defects.

A preliminary assessment of rock strength may be made

using the field guide detailed in AS1726, and this is

conducted in the absence of point load testing.

The defect spacing measured normal to defects of the same

set or bedding, is described as follows.

Definition Defect Spacing (mm)

Thinly laminated < 6

Laminated 6 to 20

Very thinly bedded 20 to 60

Thinly bedded 60 to 200

Medium bedded 200 to 600

Thickly bedded 600 to 2000

Very thickly bedded > 2000

Terms for describing rock and defects are as follows.

Defect Terms

Joint JT Sheared zone SZ

Bedding Parting BP Seam SM

Foliation FL Vein VN

Cleavage CL Drill Lift DL

Crushed Seam CS Handling Break HB

Fracture Zone FZ Drilling Break DB

The shape and roughness of defects in the rock mass are

described using the following terms.

Planarity Roughness

Planar PR Very Rough VR

Curved CU Rough RF

Undulose UN Smooth S

Irregular IR Slickensided SL

Stepped ST Polished POL

Discontinuous DIS

The coating or infill associated with defects in the rock mass

are described as follows.

Infill and Coating

Clean CN

Stained SN

Carbonaceous X

Minerals MU Unidentified mineral

MS Secondary mineral

KT Chlorite

CA Calcite

Fe Iron Oxide

Qz Quartz

Veneer VNR Thin or patchy coating

Coating CT Infill up to 1mm

Graphic Symbols Index

CLAY

Silty CLAY

Sandy CLAY

Gravelly CLAY

Silty Gravelly CLAY

Silty Sandy CLAY

Sandy Gravelly

CLAY SILT

Clayey SILT

Sandy SILT Gravelly

SILT

Clayey Sandy SILT

Clayey Gravelly SILT

Sandy Gravelly SILT

SAND

Clayey SAND

Silty SAND

Gravelly SAND

Clayey Silty SAND

Clayey Gravelly SAND

Silty Gravelly SAND

GRAVEL

Clayey GRAVEL

Silty GRAVEL

Sandy GRAVEL

Clayey Silty GRAVEL

Clayey Sandy GRAVEL

Silty Sandy GRAVEL

COBBLES & BOULDERS Sedimentary rock: fine, mostly clay (CLAYSTONE)

Sedimentary rock: fine, mostly silt (SILTSTONE)

Sedimentary rock: fine, silt and clay (MUDSTONE, SHALE, LAMINITE)

Sedimentary rock: medium(SANDSTONE, GREYWACKE)

Sedimentary rock: fine to coarse, angular (BRECCIA)

Sedimentary rock: coarse, rounded (CONGLOMERATE)

Sedimentary rock: Organic (COAL)

Sedimentary rock: Carbonate(LIMESTONE, DOLOMITE)

Sedimentary rock: Volcanic (TUFF, VOLCANIC BRECCIA, AGGLOMERATE)

Igneous rock: Felsic, fine (RHYOLITE)

Igneous rock: Felsic, coarse (GRANITE)

Igneous rock: Mafic, fine to medium(BASALT, DOLERITE)

Igneous rock: Mafic, coarse (GABBRO)

PEAT, highly organic soil

FILL: Concrete

FILL: Roadbase

FILL: Asphalt or Bituminous Seal

FILL: Ballast

TOPSOIL

FILL

Metamorphic rock: Foliated, fine to medium(SLATE, PHYLLITE, SHIST)

Metamorphic rock: Foliated, coarse(GNEISS)

Metamorphic rock: Non-foliated(QUARTZITE, HORNFELS, MARBLE)




APPENDIX

SITE PLAN AND TEST LOCATIONS

A

A

AA

A

A

A

A

A3

4

8

9

6

5 7

2

1

Legend

AProposed Borehole Locationsfor Geotechnical andPavement InvestigationDesign Development Stage

AProposed Borehole Locationsfor Pavement InvestigationDesign Development Stage

AProposed Borehole Locationsfor GeotechnicalInvestigationl DesignDevelopment Stage

Map Produced by Seven Hills Construction SciencesDate: 2018-08-29

Coordinate System: GDA 1994 MGA Zone 56Prepared by: Jhan-Paule Arbizo

Map: 5017190023 Site Plan.mxd 01

WARRICK LANE DETAIL5017190023

Site Map

±

1:700Scale at A3

0 5025Meters

Sunnyholt Road

Main Street

Warrick Lane




APPENDIX

BOREHOLE REPORTS WITH CORE PHOTOS & EXPLANATORY NOTES FOR LOGS

St

H

AD

/TH

AA

D/V

AD

/T

M

D 0.30 mJar BH01 0.3

D 0.60 - 1.10 mJar BH01 0.6-1.10SPT 0.60 - 1.05 m2,5,7 n=12

D 1.10 - 1.10 mJar BH01 1.1

D 1.50 mJar BH01 1.5SPT 1.50 - 1.78 m19, 30/130mm HB N=R

D 2.00 mJar BH01 2, QA201, QA201a

SPT 3.00 - 3.21 m17, 25/60mm HB N=R

FILL

RESIDUAL SOIL

1.10 m: Increased V-bit Resistance

WEATHERED ROCK3.00 m: V-bit Refusal

Not

Enc

oun

tere

d

CH

CI-CH

Asphalt

Concrete

FILL: Gravelly CLAY: medium plasticity, grey,medium grained gravel

CLAY: high plasticity, red mottled grey

Silty CLAY: medium to high plasticity, light brown,low plasticity silt

SHALE recovered as SILTY CLAY: mediumplasticity, light brown, trace medium grainedgravel(shale).

0.05m

0.20m

0.30m

1.10m

3.00m

Material DescriptionDrilling

Met

hod

Refer to explanatory notes for details ofabbreviations and basis of descriptions

BOREHOLE LOG SHEETClient: Blacktown City CouncilProject: Warrick LaneLocation: Blacktown, NSW

Position: See attached plan Surface Elevation:

Rig Type: Comacchio 205

Casing Diameter:

Data Started: 22/8/18

Sheet: 1 of 5

Driller: AV

Contractor: Stratacore

Angle from Horizontal: 90°

Logged By: JP

Sampling & Testing

Excavator bucketRipperHand augerPush tubeSonic drillingAir hammerPercussion samplerShort spiral augerSolid flight auger: V-BitSolid flight auger: TC-BitHollow flight augerWashbore drillingRock roller

- Dry- Moist- Wet- Plastic limit- Liquid limit- Moisture content

Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH01

Sample orField TestW

ater

Date Completed: 22/8/18

Job No: 5017190023

Mounting: Track

METHODEXRHAPTSONAHPSASAD/VAD/THFAWBRR

BDESU

MOISTURE

SOIL CONSISTENCYVSSFStVStH

SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER

Water Level on Dateshown

No Resistance

FIELD TESTSSPTHPDCPPSPMCPBTIMPPIDVS

Standard Penetration TestHand/Pocket PenetrometerDynamic Cone PenetrometerPerth Sand PenetrometerMoisture ContentPlate Bearing TestBorehole Impression TestPhito Ionization DetectorVane Shear; P=Peak,R=Resdual (uncorrected kPa)

---------

Refusal

water outflow

DMWPLLLw

- Bulk disturbed sample- Disturbed sample- Environmental sample- Thin wall tube 'undisturbed'

- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard

VLLMDDVD

- Very Loose- Loose- Medium Dense- Dense- Very Dense

RELATIVE DENSITY

STRUCTURE& Other Observations

CONSTRUCTION SCIENCES

CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

03

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n

SOIL TYPE, plasticity or particle characteristic,colour, secondary and minor componentsROCK TYPE, grain size and type, colour,

fabric & texture, strength, weathering,defects and structure

Dep

th (

m)

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

H

AD

/T

M

WEATHERED ROCK

Not

Enc

oun

tere

d SHALE recovered as SILTY CLAY: mediumplasticity, light brown, trace medium grainedgravel(shale). (continued)

Continued as Cored Drill Hole

5.60m


Met

hod





Casing Diameter:


Sheet: 2 of 5

Driller: AV



Logged By: JP

Sampling & Testing



Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH01


ater


Job No: 5017190023

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

03

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

5.60m

5.80m

82

100

100

NM

LC

45

93

92

5.60: TC-bit Refusal

5.82 m: SM, PR, RF5.84 - 5.86 m: SM, PR, RF5.90 m: JT, 30°, PR, RF

6.05 m: JT, 30°, PR, RF

6.12 - 6.14 m: SM, PR, RF6.20 m: SM, PR, RF

6.35 m: JT, 30°, PR, RF6.40 m: JT, PR, RF6.40 - 6.50 m: JT, PR, RF6.53 m: JT, PR, RF6.53 - 6.59 m: SM, PR, RF6.60 m: JT, ST, RF6.70 - 6.74 m: SZ, PR, RF

6.80 m: JT, PR, RF6.86 m: JT, PR, RF6.89 m: BP, PR, RF

7.27 m: BP, ST, RF

7.50 m: BP, ST, RF

7.64 m: BP, PR, RF

8.20 m: BP, PR, RF

8.50 m: BP, PR, RF

8.87 m: BP, PR, RF8.89 m: BP, PR, RF

9.52 m: JT, PR, RF

9.68 m: JT, PR, RF

9.92 m: JT, UN, RF

MW

MWto

SW

No Core

SHALE, fine grained, layered, grey

START CORING AT 5.60m

Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:

Additional DataDEFECT TYPE, orientation,shape, roughness, infillingor coating, thickness, otherW

eath

erin

gSOIL TYPE, plasticity or particlecharacteristic, colour, secondary

& minor componentsROCK NAME, grain size and type,

colour, fabric and texture,inclusions & minor components

RL

(m A

HD

)


DEFECT TYPEJointSheared zoneBedding PartingSeamFoliationVeinCleavageCrushed SeamFracture ZoneDrift LiftHanding BreakDrilling Break

JTSZBPSMFLVNCLCSFZDLHBDB

COATING


Job No: 5017190023

ROCK QUALITYDESCRIPTIONS

TCR Total CoreRecovery (%)

DRILLING PLANARITYCUDISIRPRSTUN

ROUGHNESS

Position: See attached plan


Sheet: 3 of 5

ROCK STRENGTHWATERExtremly HighVery HighHighMediumLowVery Low

ROCK WEATHERINGFreshSlightly WeatheredDistinctly WeatheredModerately WeatheredHighly WeatheredExtremly Weathered

VRRFSSLPOL

Very RoughRoughSmoothSlockensidedPolished

CurvedDiscontinuousIrregularPlanarSteppedUndulose

XMUMSKTCAFeQz

CleanStainedVeneer (thin or patchy)Coating (up to 1mm)

CarbonaceusUnidentified minteralSecondary mineralChloriteCalciteIron OxideQuartz

CNSNVNRCT

FRSWDWMWHWXW

Rock QualityDesignation (%)

Water Levelon date shown

water outflow

AD/VAD/THFAWBRRPQHQNMLCDTPTPSSONAH

Client: Blacktown City CouncilProject: Warrick LaneLocation: Blacktown, NSW

CORE LOG SHEET

Hole No: BH01

Driller: AV

Coring Material Description Defect Description

EstimatedStrengthIs(50) MPa

AverageNaturalDefect

Spacing(mm)


Logged By: JPDate Completed: 22/8/18

Mounting: Track

Bit Type: Bit Condition:

EHVHHMLVL INFILL MATERIALS

RQD

water inflow

Solid flight auger: V-BitSolid flight auger: TC-BitHollow flight augerWashbore drillingRock rollerRotary core (85mm)Rotary core (63.5mm)Rotary core (51.94mm)Diatube concrete coringPush tubePercussion samplingSonic drillingAir hammer

Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

100

100

NM

LC

92

87

10.23 m: BP, PR, RF

10.42 m: JT, 30°, PR, RF

10.68 - 10.70 m: FZ, PR, RF

11.24 m: JT, PR, RF11.31 m: JT, PR, RF

11.48 m: BP, PR, RF

11.61 m: DB, PR, RF

11.81 m: BP, PR, RF11.88 m: FZ, PR, RF

12.05 m: BP, PR, RF

12.25 m: JT, UN, RF

12.56 m: BP, PR, RF

12.71 m: JT, UN, RF12.77 - 12.80 m: FZ, PR, RF

13.08 m: BP, PR, RF

13.38 m: BP, PR, RF

13.67 m: BP, PR, RF

14.30 m: BP, PR, RF

14.43 m: JT, 20°, UN, RF

14.53 m: JT, 20°, UN, RF14.59 m: JT, PR, RF14.62 m: BP, PR, RF14.64 m: BP, PR, RF

14.86 m: BP, PR, RF

MWto

SW

SHALE, fine grained, layered, grey (continued)

Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:


eath

erin




RL

(m A

HD

)




COATING


Job No: 5017190023




ROUGHNESS



Sheet: 4 of 5



VRRFSSLPOL



XMUMSKTCAFeQz



CNSNVNRCT

FRSWDWMWHWXW



water outflow



CORE LOG SHEET

Hole No: BH01

Driller: AV




Spacing(mm)



Mounting: Track



RQD

water inflow


Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

10.5

11.0

11.5

12.0

12.5

13.0

13.5

14.0

14.5

16.90m

100

100

NM

LC

87

78

15.07 m: JT, PR, RF

15.20 m: BP, PR, RF

15.35 - 15.37 m: FZ, PR, RF15.41 m: BP, PR, RF15.49 m: DB, PR, RF15.54 m: JT, PR, RF15.59 m: JT, PR, RF15.62 m: BP, PR, RF

15.80 m: BP, PR, RF15.85 m: BP, PR, RF

16.79 m: DB, PR, RF16.81 m: DB, PR, RF16.85 m: DB, PR, RF

MWto

SW

SW


TERMINATED AT 16.90 mTarget depth`

Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:


eath

erin




RL

(m A

HD

)




COATING


Job No: 5017190023




ROUGHNESS



Sheet: 5 of 5



VRRFSSLPOL



XMUMSKTCAFeQz



CNSNVNRCT

FRSWDWMWHWXW



water outflow



CORE LOG SHEET

Hole No: BH01

Driller: AV




Spacing(mm)



Mounting: Track



RQD

water inflow


Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

15.5

16.0

16.5

17.0

17.5

18.0

18.5

19.0

19.5

TITLE:

Drawn JP

DATE: 29/08/18

Scale: Not to Scale

A4

Checked: DS

DATE: 29/08/18

Project No: 5017190023

Figure No: 1

Corebox Photo – BH01

Geotechnical Investigation for Warrick Lane, Blacktown

TITLE:

Drawn JP

DATE: 29/08/18

Scale: Not to Scale

A4

Checked: DS

DATE: 29/08/18


Figure No: 2



TITLE:

Drawn JP

DATE: 29/08/18

Scale: Not to Scale

A4

Checked: DS

DATE: 29/08/18


Figure No: 3



St

VSt

H

AD

/TA

D/V

M

M (>LL)

M

0.40 mJar BH02 0.4 0.50 mJar BH02 0.5SPT 0.50 - 0.95 m3, 3, 4 N=7

1.40 mJar BH02 1.4 1.50 mJar BH02 1.5SPT 1.50 - 1.87 m13, 18, 20/70mm N=R

2.40 mJar BH02 2.4 2.50 mJar BH02 2.5

SPT 3.00 - 3.11 m30/110mm HB N=R

SPT 4.50 - 4.66 m16, 25/10mm N=R

FILL

RESIDUAL SOIL

WEATHERED ROCK

Not

Enc

oun

tere

d

CH

CI

CI

CI

Asphalt

Concrete

FILL: Gravelly CLAY: medium plasticity, grey,medium grained gravel

Sandy CLAY: high plasticity, brown mottled grey,fine grained sand

Silty CLAY: medium plasticity, brown, low plasticitysilt

Silty CLAY: medium plasticity, grey, low plasticity silt

Silty CLAY: medium plasticity, grey, low plasticity silt

SHALE recovered as SILTY CLAY: mediumplasticity, grey, low plasticity silt, trace gravel

0.05m

0.22m

0.50m

1.40m

1.50m

2.40m

2.50m


Met

hod





Casing Diameter:


Sheet: 1 of 5

Driller: AV



Logged By: JP

Sampling & Testing



Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH02


ater


Job No: 5017190023

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

03

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

H

AD

/V

M

WEATHERED ROCK

Not

Enc

oun

tere

d

SHALE recovered as SILTY CLAY: mediumplasticity, grey, low plasticity silt, trace gravel(continued)


6.20m


Met

hod





Casing Diameter:


Sheet: 2 of 5

Driller: AV



Logged By: JP

Sampling & Testing



Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH02


ater


Job No: 5017190023

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

03

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

6.20m

100

100

66

79

6.20 - 6.21 m: SM, 0°, PR, RF

6.30 - 6.41 m: CS, 0°, PR, RF

6.50 - 6.52 m: SM, 0°, PR, RF6.57 m: FZ, 0°, PR, RF

6.72 m: JT, 0°, PR, RF6.77 m: JT, 0°, PR, RF

7.30 m: JT, 0°, PR, RF7.37 m: JT, 0°, PR, RF

7.76 - 7.78 m: SM, 0°, PR, RF7.82 m: JT, 0°, PR, RF7.86 m: JT, 0°, PR, RF7.90 m: JT, 0°, PR, RF7.91 m: JT, 0°, PR, RF7.94 m: JT, 0°, PR, RF8.02 m: JT, 0°, PR, RF8.05 - 8.07 m: SM, 0°, PR, RF8.20 m: JT, 0°, PR, RF

8.51 m: SM, 0°, PR, RF

8.64 - 8.65 m: JT, 0°, PR, RF

8.75 - 8.80 m: CS, 0°, PR, RF

9.20 m: JT, 0°, PR, RF9.25 m: JT, 0°, PR, RF

9.20 - 9.50 m: JT, 90°, PR, RF9.32 - 9.40 m: JT, 90°, PR, RF9.41 - 9.42 m: FZ, 0°, PR, RF

9.72 m: JT, 0°, PR, RF

9.91 m: DB, 0°, PR, RF

MW

SW

SHALE, fine grained, layered, grey


Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:


eath

erin




RL

(m A

HD

)




COATING


Job No: 5017190023




ROUGHNESS



Sheet: 3 of 5



VRRFSSLPOL



XMUMSKTCAFeQz



CNSNVNRCT

FRSWDWMWHWXW



water outflow



CORE LOG SHEET

Hole No: BH02

Driller: AV




Spacing(mm)



Mounting: Track



RQD

water inflow


Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

100

100

100

79

90

92

10.07 - 10.10 m: JT, 0°, PR, RF

10.18 m: BP, 0°, PR, RF

10.38 m: JT, 0°, UN, RF

10.50 - 10.53 m: SM, 0°, PR, RF

10.84 - 10.89 m: CS, 0°, PR, RF

10.98 - 11.00 m: CS, 0°, PR, RF

11.08 m: JT, 0°, PR, RF

11.29 m: JT, 0°, PR, RF11.32 m: JT, 0°, PR, RF

11.78 m: JT, 0°, UN, RF

12.18 m: JT, 0°, PR, RF12.20 m: JT, 10°, UN, RF12.24 m: JT, 15°, PR, RF

12.52 m: SM, 0°, PR, RF

12.60 - 12.62 m: FZ, 0°, PR, RF

12.68 - 12.70 m: FZ, 0°, PR, RF

12.77 - 12.79 m: SM, 0°, PR, RF

12.93 m: BP, 0°, PR, RF

13.33 m: HB, 0°, PR, RF

13.80 m: HB, 0°, PR, RF

14.17 m: JT, 0°, PR, RF14.22 m: BP, 0°, PR, RF14.28 m: JT, 0°, PR, RF

14.75 m: BP, 0°, PR, RF14.79 m: BP, 0°, PR, RF

SWSHALE, fine grained, layered, grey (continued)

Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:


eath

erin




RL

(m A

HD

)




COATING


Job No: 5017190023




ROUGHNESS



Sheet: 4 of 5



VRRFSSLPOL



XMUMSKTCAFeQz



CNSNVNRCT

FRSWDWMWHWXW



water outflow



CORE LOG SHEET

Hole No: BH02

Driller: AV




Spacing(mm)



Mounting: Track



RQD

water inflow


Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

10.5

11.0

11.5

12.0

12.5

13.0

13.5

14.0

14.5

16.20m

100

NM

LC

92

15.10 m: BP, 0°, PR, RF15.14 m: JT, 0°, PR, RF

15.25 m: JT, 0°, PR, RF15.27 m: HB, 0°, PR, RF

15.70 m: HB, 0°, PR, RF

16.10 m: DB, 0°, PR, RF


TERMINATED AT 16.20 mTarget depth

Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:


eath

erin




RL

(m A

HD

)




COATING


Job No: 5017190023




ROUGHNESS



Sheet: 5 of 5



VRRFSSLPOL



XMUMSKTCAFeQz



CNSNVNRCT

FRSWDWMWHWXW



water outflow



CORE LOG SHEET

Hole No: BH02

Driller: AV




Spacing(mm)



Mounting: Track



RQD

water inflow


Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

15.5

16.0

16.5

17.0

17.5

18.0

18.5

19.0

19.5

TITLE:

Drawn JP

DATE: 29/08/18

Scale: Not to Scale

A4

Checked: DS

DATE: 29/08/18


Figure No: 4



TITLE:

Drawn JP

DATE: 29/08/18

Scale: Not to Scale

A4

Checked: DS

DATE: 29/08/18


Figure No: 5



TITLE:

Drawn JP

DATE: 29/08/18

Scale: Not to Scale

A4

Checked: DS

DATE: 29/08/18


Figure No: 6



MD

VS

VS

AD

/TH

AA

D/T

D

M

D

D 0.50 - 0.70 mBH03_0.5-0.7

SPT 1.00 - 1.45 m4, 6, 12 N=18

D 2.00 mBH03_ 2.0

D 2.30 - 2.50 mBH03_2.3-2.5

SPT 2.50 - 2.95 m14, 22, 25 N=47

SPT 4.00 - 4.27 m32, 36/120mm HBN=R

FILL0.00 m: Wearing Course0.05 m: Base Coarse

RESIDUAL SOIL

1.50 m: Weathered Rock?

BEDROCK2.00 m: Increased TC-bit Resistance

3.50 m: Increased TC-bit Resistance

Not

Enc

oun

tere

d

Termination

CH

CI-CH

CL-CI

Concrete

FILL: Gravelly SAND: fine to medium grained,brown, fine to medium grained gravel

CLAY: high plasticity, red mottled grey brown, tracefine to medium grained sand, trace fine to mediumgrained gravel, trace ironstone

Silty CLAY: medium to high plasticity, orangemottled grey, low plasticity silt, trace fine to mediumgrained sand, trace fine to medium grained gravelgravel, ironstone indurations

Silty CLAY: low to medium plasticity, yellow brown,low plasticity silt

SHALE: fine grained,grey,low strength,extremelyweathered recovered as SILTY CLAY: low tomedium plasticity, brown grey with trace mediumgrained gravel

0.05m

0.30m

0.70m

0.80m

2.00m


Met

hod





Casing Diameter:


Sheet: 1 of 5

Driller: AV



Logged By: JP

Sampling & Testing



Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH03


ater


Job No: 5017190023

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

03

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

1 3 6 12

DCP(blows

per100 mm)

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

AD

/T

D

SPT 5.50 - 5.62 m30/120mm N=R

BEDROCK

Not

Enc

oun

tere

d

SHALE: fine grained,grey,low strength,extremelyweathered recovered as SILTY CLAY: low tomedium plasticity, brown grey with trace mediumgrained gravel (continued)


8.75m


Met

hod





Casing Diameter:


Sheet: 2 of 5

Driller: AV



Logged By: JP

Sampling & Testing



Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH03


ater


Job No: 5017190023

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

03

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

1 3 6 12

DCP(blows

per100 mm)

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

8.75m

100

NM

LC

63

8.75 m: BP, 0°, PR, RF8.77 m: BP, 0°, PR, RF8.84 m: BP, 0°, PR, RF

9.08 m: BP, 0°, PR, RF

9.31 m: BP, 0°, PR, RF

9.41 m: JT, 0°, PR, RF

9.51 - 9.53 m: JT, 30°, PR, RF

9.69 m: BP, 0°, PR, RF9.74 m: JT, 0°, PR, RF

9.90 m: BP, 0°, PR, RF

MWto

SW

SHALE, fine grained, layered, grey, ironstone


Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:


eath

erin




RL

(m A

HD

)




COATING


Job No: 5017190023




ROUGHNESS



Sheet: 3 of 5



VRRFSSLPOL



XMUMSKTCAFeQz



CNSNVNRCT

FRSWDWMWHWXW



water outflow



CORE LOG SHEET

Hole No: BH03

Driller: AV




Spacing(mm)



Mounting: Track



RQD

water inflow


Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

100

100

NM

LC

71

95

10.20 - 10.30 m: FZ, 0°, PR, RF

10.44 m: BP, 0°, PR, RF

10.77 m: JT, 0°, PR, RF

11.02 m: DB, 0°, PR, RF

11.20 m: BP, 0°, PR, RF

11.85 m: BP, 0°, UN, RF

12.15 m: BP, 0°, PR, RF

12.53 m: BP, 0°, PR, RF

12.75 m: BP, 0°, PR, RF

12.90 m: BP, 0°, PR, RF

13.10 m: JT, 0°, PR, RF

13.25 m: BP, 0°, PR, RF13.29 m: JT, 10°, UN, RF13.30 m: BP, 0°, UN, RF13.40 m: JT, 0°, UN, RF13.49 m: BP, 0°, PR, RF13.55 m: JT, 0°, UN, RF13.62 m: BP, 0°, PR, RF

14.02 m: DB, 0°, PR, RF

14.16 m: JT, 0°, PR, RF

14.36 m: JT, 0°, PR, RF14.40 m: DB, 0°, PR, RF14.45 m: DB, 0°, PR, RF14.53 m: DB, 0°, PR, RF14.56 m: DB, 0°, PR, RF14.62 m: JT, 0°, PR, RF14.69 m: JT, 0°, PR, RF14.73 m: BP, 0°, PR, RF

14.95 m: DB, 0°, PR, RF

MWto

SW

SHALE, fine grained, layered, grey, ironstone(continued)

Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:


eath

erin




RL

(m A

HD

)




COATING


Job No: 5017190023




ROUGHNESS



Sheet: 4 of 5



VRRFSSLPOL



XMUMSKTCAFeQz



CNSNVNRCT

FRSWDWMWHWXW



water outflow



CORE LOG SHEET

Hole No: BH03

Driller: AV




Spacing(mm)



Mounting: Track



RQD

water inflow


Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

10.5

11.0

11.5

12.0

12.5

13.0

13.5

14.0

14.5

16.70m

100

100

NM

LC

95

73

15.31 m: JT, 0°, PR, RF

15.54 m: JT, 0°, PR, RF

15.64 m: JT, 0°, PR, RF

15.78 m: BP, 0°, PR, RF

15.96 m: DB, 0°, PR, RF

16.10 m: DB, 0°, PR, RF

MWto

SW

SW

SHALE, fine grained, layered, grey, ironstone(continued)


Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:


eath

erin




RL

(m A

HD

)




COATING


Job No: 5017190023




ROUGHNESS



Sheet: 5 of 5



VRRFSSLPOL



XMUMSKTCAFeQz



CNSNVNRCT

FRSWDWMWHWXW



water outflow



CORE LOG SHEET

Hole No: BH03

Driller: AV




Spacing(mm)



Mounting: Track



RQD

water inflow


Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

15.5

16.0

16.5

17.0

17.5

18.0

18.5

19.0

19.5

TITLE:

Drawn JP

DATE: 29/08/18

Scale: Not to Scale

A4

Checked: DS

DATE: 29/08/18


Figure No: 7



TITLE:

Drawn JP

DATE: 29/08/18

Scale: Not to Scale

A4

Checked: DS

DATE: 29/08/18


Figure No: 8



F

VSt

AD

/TA

D/V

M

D

0.20 mBH04 0.2

0.45 mBH04 0.45

0.70 - 1.00 mBH04 0.7-1.0

1.40 - 1.50 mBH04 1.4-1.5SPT 1.50 - 1.95 m2, 2, 4 N=6

2.00 mBH04 2.0,QA201,QA201a

2.50 mBH04 2.5

SPT 3.00 - 3.45 m15, 13, 12 N=25

FILL

RESIDUAL SOIL

WEATHERED ROCK

Not

Enc

oun

tere

d

AsphaltFILL: Gravelly CLAY: high plasticity, grey

Silty CLAY: medium plasticity, grey

Silty CLAY: medium plasticity, light brown

SHALE recovered as GRAVELLY CLAY: highplasticity, light brown, medium grained gravel.


0.01m

0.45m

1.40m

4.00m

4.45m


Met

hod





Casing Diameter:


Sheet: 1 of 4

Driller: AV



Logged By: JP

Sampling & Testing



Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH04


ater


Job No: 5017190023

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

03

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

4.45m

100

NM

LC 73

4.46 m: BP, 0°, PR, RF

4.58 m: BP, 0°, PR, RF4.62 - 4.66 m: FZ, 0°, PR, RF4.68 m: BP, 0°, PR, RF4.74 m: JT, 0°, PR, RF

4.85 m: JT, 0°, PR, RF4.91 m: FZ, 0°, PR, RF4.97 m: DB, 0°, PR, RF

MWSHALE, fine grained, layered, grey


Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:


eath

erin




RL

(m A

HD

)




COATING


Job No: 5017190023




ROUGHNESS



Sheet: 2 of 4



VRRFSSLPOL



XMUMSKTCAFeQz



CNSNVNRCT

FRSWDWMWHWXW



water outflow



CORE LOG SHEET

Hole No: BH04

Driller: AV




Spacing(mm)



Mounting: Track



RQD

water inflow


Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

100

100

100

NM

LC

73

83

88

5.04 m: JT, 0°, UN, RF

5.14 m: JT, 75°, PR, RF

5.24 m: JT, 0°, PR, RF

5.33 m: BP, 0°, UN, RF5.40 m: SM, 0°, PR, RF

5.67 m: VN, 0°, PR, RF

5.82 m: JT, 30°, PR, RF

6.45 m: JT, 0°, PR, RF

6.60 m: JT, 0°, PR, RF6.66 m: JT, 0°, PR, RF6.71 m: BP, 0°, PR, RF

6.86 m: JT, 0°, PR, RF

7.13 m: JT, 15°, PR, RF

7.22 m: JT, 0°, PR, RF

7.30 m: FZ, 0°, PR, RF

7.50 m: JT, 0°, PR, RF7.55 m: BP, 0°, PR, RF

7.77 m: JT, 0°, UN, RF

7.94 m: JT, 0°, UN, RF

8.13 m: BP, 0°, PR, RF

8.64 m: JT, 0°, PR, RF

8.73 m: BP, 90°, PR, RF8.74 m: BP, 0°, PR, RF8.76 m: JT, 0°, PR, RF8.82 m: JT, 0°, PR, RF8.87 m: JT, 0°, PR, RF8.97 m: JT, 0°, PR, RF

9.15 m: JT, 0°, PR, RF9.19 m: JT, 0°, PR, RF

9.35 m: JT, 0°, PR, RF

9.49 m: SM, 0°, PR, RF

9.66 m: BP, 0°, PR, RF9.72 m: BP, 0°, PR, RF9.75 m: SM, 0°, PR, RF

9.96 m: BP, 0°, PR, RF

MW

SW


Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:


eath

erin




RL

(m A

HD

)




COATING


Job No: 5017190023




ROUGHNESS



Sheet: 3 of 4



VRRFSSLPOL



XMUMSKTCAFeQz



CNSNVNRCT

FRSWDWMWHWXW



water outflow



CORE LOG SHEET

Hole No: BH04

Driller: AV




Spacing(mm)



Mounting: Track



RQD

water inflow


Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

14.65m

100

100

NM

LC

88

80

10.75 m: JT, 0°, PR, RF

10.86 m: JT, 0°, PR, RF

11.10 m: JT, 0°, UN, RF

11.24 m: JT, 45°, PR, RF11.29 - 11.31 m: FZ, 0°, PR, RF11.34 - 11.36 m: FZ, 0°, PR, RF11.40 m: BP, 0°, PR, RF11.47 m: JT, 0°, PR, RF11.51 m: BP, 0°, PR, RF11.58 m: BP, 0°, PR, RF11.59 m: BP, 0°, PR, RF11.72 m: JT, 0°, UN, RF11.78 m: JT, 0°, ST, RF

11.88 m: JT, 0°, PR, RF

12.07 m: BP, 0°, PR, RF

12.62 m: BP, 0°, PR, RF

12.80 m: JT, 0°, PR, RF

12.91 m: JT, 0°, PR, RF

13.18 m: JT, 0°, PR, RF13.22 m: JT, 0°, PR, RF13.26 m: JT, 0°, PR, RF13.33 m: JT, 0°, PR, RF13.35 m: JT, 0°, PR, RF13.40 m: BP, 0°, PR, RF13.46 m: DB, 0°, PR, RF

13.77 m: JT, 0°, PR, RF

13.89 m: BP, 0°, PR, RF13.95 m: JT, 0°, PR, RF

14.05 m: JT, 0°, PR, RF

14.14 m: JT, 0°, PR, RF



Dep

th (

m)

Gra

phic

Log

TC

R (

%)

Met

hod

RQ

D (

%)

- Axial - Diametral

0.1

0.3

1 3 10

VL

L M H VH

EH

Vis

ual

20 60 200

600

2000


Casing Diameter:

Surface Elevation:


eath

erin




RL

(m A

HD

)




COATING


Job No: 5017190023




ROUGHNESS



Sheet: 4 of 4



VRRFSSLPOL



XMUMSKTCAFeQz



CNSNVNRCT

FRSWDWMWHWXW



water outflow



CORE LOG SHEET

Hole No: BH04

Driller: AV




Spacing(mm)



Mounting: Track



RQD

water inflow


Flu

id

Checked By: DS


CS

.GLB

Lo

g C

AR

DN

O C

OR

ED

BO

RE

HO

LE

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

10.5

11.0

11.5

12.0

12.5

13.0

13.5

14.0

14.5

TITLE:

Drawn JP

DATE: 29/08/18

Scale: Not to Scale

A4

Checked: DS

DATE: 29/08/18


Figure No: 9



TITLE:

Drawn JP

DATE: 29/08/18

Scale: Not to Scale

A4

Checked: DS

DATE: 29/08/18


Figure No: 10



TITLE:

Drawn JP

DATE: 29/08/18

Scale: Not to Scale

A4

Checked: DS

DATE: 29/08/18


Figure No: 11






APPENDIX

LABORATORY TEST RESULTS

0.10 - 0.50 mBH05 0.1-0.5

0.50 - 0.70 mBH05 0.5-0.7

FILL

RESIDUAL SOIL

Not

Enc

oun

tere

d

CH

Concrete

FILL: Gravelly SAND: fine grained, grey, mediumgrained gravel

CLAY: high plasticity, red mottled grey, trace gravel


0.10m

0.50m

1.50m


Met

hod





Casing Diameter:


Sheet: 1 of 1

Driller: AV



Logged By: JP

Sampling & Testing



Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH05


ater


Job No: 5017190023

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

03

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

1 3 6 12

DCP(blows

per100 mm)

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

0.10 - 0.30 mBH06 0.1-0.3

1.00 - 1.20 mBH06 1.0-1.2

FILL

RESIDUAL SOIL

Not

Enc

oun

tere

d

CH

Asphalt

FILL: Gravelly CLAY: high plasticity, grey, mediumgrained gravel

CLAY: brown


0.10m

0.30m

1.50m


Met

hod





Casing Diameter:


Sheet: 1 of 1

Driller: AV



Logged By: JP

Sampling & Testing



Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH06


ater


Job No: 5017190023

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

1 3 6 12

DCP(blows

per100 mm)

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

0.30 - 0.50 mBH07 0.3-0.5

0.70 mBH07 0.7

RESIDUAL SOIL

Not

Enc

oun

tere

d

CLAY: high plasticity, red


0.40m

1.00m


Met

hod





Casing Diameter:


Sheet: 1 of 1

Driller: AV



Logged By: JP

Sampling & Testing



Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH07


ater


Job No: 5017190023

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

0.3 0.22 mBH08 0.22-0.3 0.30 mBH 0.3

0.7 0.60 mBH 0.6-0.7

RESIDUAL SOIL

WEATHERED ROCK

Not

Enc

oun

tere

d

CH

CH

CLAY: high plasticity, red mottled grey, trace fine tomedium grained sand, trace fine to medium grainedgravel, ironstone indurations

CLAY: high plasticity, red mottled grey, with fine tomedium grained sand

SHALE, extremely weathered, revovered asGRAVELLY CLAY: medium to high plasticity, darkbrown, fine to coarse gravel(shale)


0.22m

0.60m

1.30m

1.50m


Met

hod





Casing Diameter:


Sheet: 1 of 1

Driller: AV



Logged By: DS

Sampling & Testing



Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH08


ater


Job No: 5017190023

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

0.10 - 0.20 mBH09 0.1-0.2 0.20 - 0.30 mBH09 0.2-0.3

0.60 - 0.80 mBH09 0.6-0.8

1.80 - 2.00 mBH09 1.8-2.0

2.00 - 2.20 mBH09 2.0-2.2

FILL

WEATHERED ROCK

Not

Enc

oun

tere

d

FILL: Gravelly SAND: fine to coarse grained, paleyellow grey, fine to coarse grained gravel

FILL: CLAY: high plasticity, pale grey brown

FILL: CLAY: high plasticity, pale grey mottled red

CLAY: high plasticity, pale orange band and greybrown

SHALE: extremely weathered, very low to lowstrength


0.10m

0.20m

0.60m

1.80m

2.20m

4.00m


Met

hod





Casing Diameter:


Sheet: 1 of 1

Driller: AV



Logged By: DS

Sampling & Testing



Res

ista

nce

Checked By: DS

Con

sist

ency

Rel

ativ

eD

ensi

ty

Cas

ing

Moi

stur

e

Con

ditio

n

Hole No: BH09


ater


Job No: 5017190023

Mounting: Track


BDESU

MOISTURE


SAMPLESPENETRATION

VE

E F H VH

water inflow

WATER


No Resistance



---------

Refusal

water outflow

DMWPLLLw



VLLMDDVD


RELATIVE DENSITY



CS

.GLB

Lo

g C

AR

DN

O N

ON

-CO

RE

D

LOG

S.G

PJ

<<

Dra

win

gFile

>>

30

/08/

2018

14:

04

10.0

.000

D

atge

l AG

S R

TA

, P

hoto

, M

onito

ring

Too

ls

Cla

ssifi

catio

n



Dep

th (

m)

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

of 34/09/2018Report Date / Page:Area Description:

5017190023Client Reference/s:Construction SciencesSupplied To:

10791/T/281Internal Test Request:Warrick Lane BlacktownLocation:

Lot Number:Blacktown City Council Warrick LaneProject:

10791/P/37Project Number:31 Anvil Road, Seven HillsClient Address:

10791/R/197-1Report Number:Construction Sciences - EngineeringClient:

MOISTURE CONTENT REPORTSeven Hills NSW 2147

31 Anvil Road,

[email protected]:Address:

(02) 8646 2025Fax:A Construction Sciences Company

(02) 8646 2000Phone:35 069 211 561ABN:

Seven Hills LaboratoryLaboratory:Network Geotechnics

AS1289.2.1.1Test Procedures:

Moisture Content (%)

Borehole Depth

Borehole Number

Material Type

Material Source

Date Tested

Sampling Method

Date / Time Sampled

Lot Number

ID / Client ID

Sample Number

10.5

2.0 - 2.1

BH1

not supplied by client

In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1481

24.5

0.3 - 1.1

BH1


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1482

20.2

0.3 - 0.7

BH3


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1483

23.4

1.5 - 1.95

BH4


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1484


mBorehole Depth

Borehole Number

Material Type

Material Source

Date Tested

Sampling Method

Date / Time Sampled

Lot Number

ID / Client ID

Sample Number

8.0

1.5 - 1.95

BH2


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1485

14.8

1.0 - 1.45

BH3


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1486

19.6

0.3 - 1.5

BH6


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1487

14.1

0.3 - 0.6

BH8


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1488

10791Corporate Site Number:

1318Accreditation Number:

The results of the tests, calibrations and/or measurements included in thisdocument are traceable to Australian/national standards.Accredited for compliance with ISO/IEC 17025 - Testing

W20Rep Rev 1Form ID:

Mark GaleApproved Signatory:

Remarks








31 Anvil Road,



(02) 8646 2000Phone:35 069 211 561ABN:




Borehole Depth

Borehole Number

Material Type

Material Source

Date Tested

Sampling Method

Date / Time Sampled

Lot Number

ID / Client ID

Sample Number

16.9

0.5 - 1.0

BH10


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1489

10.2

2.5 - 2.95

BH3


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1490

8.7

5.5 - 5.62

BH3


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1491

8.3

4.0 - 4.27

BH3


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1492


mBorehole Depth

Borehole Number

Material Type

Material Source

Date Tested

Sampling Method

Date / Time Sampled

Lot Number

ID / Client ID

Sample Number

22.1

0.6 - 1.1

BH1


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1493

10.7

1.5 - 1.78

BH1


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1494

12.7

3.0 - 3.21

BH1


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1495

21.1

0.5 - 0.95

BH2


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1496






Remarks








31 Anvil Road,



(02) 8646 2000Phone:35 069 211 561ABN:




Borehole Depth

Borehole Number

Material Type

Material Source

Date Tested

Sampling Method

Date / Time Sampled

Lot Number

ID / Client ID

Sample Number

10.0

1.5 - 1.87

BH2


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1497

7.8

3.0 - 3.11

BH2


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1498

13.3

3.0 - 3.45

BH4


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1499

20.2

0.7 - 1.0

BH4


In-Situ

29/08/2018

AS1289.1.2.1 Cl 6.5.3

23/08/2018

-

-

10791/S/1500


mBorehole Depth

Borehole Number

Material Type

Material Source

Date Tested

Sampling Method

Date / Time Sampled

Lot Number

ID / Client ID

Sample Number






Remarks







CALIFORNIA BEARING RATIO REPORTSeven Hills NSW 2147

31 Anvil Road,



(02) 8646 2000Phone:35 069 211 561ABN:


Gravelly CLAY, brownMaterial Description

StandardCompactive Effort-Client Reference

-Material Limit Endnot supplied by clientMaterial Type

-Material Limit StartIn-SituMaterial Source

3/09/2018Date Tested

Client SampledSampled By

0.3 - 1.5mBorehole Depth23/08/2018Date Sampled

BH6Borehole NumberAS1289.1.2.1 Cl 6.5.3Sampling Method

Sample Location10791/S/1487Sample Number

AS1289.6.1.1, AS1289.5.1.1, AS1289.2.1.1Test Procedures

6CBR Value @ 2.5mm (%):

-Minimum CBR Specification (%):

1.0CBR Swell (%):

17.1Moisture (remainder) After Soak (%)

19.1Moisture (top 30mm) After Soak (%)

n/aLiquid Limit Method

n/aTotal Curing Time (hrs)

1.81Dry Density After Soak (t/m³):

4.5CBR Surcharge (kg)

Soaked / 4 DaysTest Condition / Soaking Period:

99.5Placement Moisture Ratio (%):

16.3Placement Moisture Content (%):

100.0Placement Dry Density Ratio (%):

1.82Placement Dry Density (t/m³):

100Target Moisture Ratio (%):

100Target Density Ratio (%):

-Oversize Included / Excluded

0.0Sample Percent Oversize (%)

17.0Field Moisture Content (%):

16.5Optimum Moisture Content (%):

1.82Maximum Dry Density (t/m³):




W2ASRep Rev2Form ID:


Remarks








31 Anvil Road,



(02) 8646 2000Phone:35 069 211 561ABN:


Silty Shaley CLAY, brownMaterial Description










2.5CBR Value @ 2.5mm (%):


2.5CBR Swell (%):
























Remarks








31 Anvil Road,



(02) 8646 2000Phone:35 069 211 561ABN:


Shaley CLAY, brownMaterial Description










2.5CBR Value @ 2.5mm (%):


3.0CBR Swell (%):
























Remarks







ATTERBERG LIMITS REPORTSeven Hills NSW 2147

31 Anvil Road,



(02) 8646 2000Phone:35 069 211 561ABN:


CLAY, red/greyMaterial Description

not supplied by clientMaterial TypeDry SievedAtterberg Preparation

In-SituMaterial SourceOven DriedAtt. Drying Method






AS1289.3.1.1, AS 1289.3.3.1, AS1289.3.2.1, AS1289.2.1.1Test Procedures:

Linear Shrinkage Defects:

Linear Shrinkage (%)

45Plasticity Index (%)

29Plastic Limit (%)

74Liquid Limit (%)

Specification MaximumTest ResultSpecification MinimumAtterberg Limit

Atterberg Limits Results




W11bRep Rev 1Form ID:


Remarks








31 Anvil Road,



(02) 8646 2000Phone:35 069 211 561ABN:


CLAY, redMaterial Description












28Plastic Limit (%)

56Liquid Limit (%)








Remarks








31 Anvil Road,



(02) 8646 2000Phone:35 069 211 561ABN:


CLAY, orange/brownMaterial Description












20Plastic Limit (%)

44Liquid Limit (%)








Remarks








31 Anvil Road,



(02) 8646 2000Phone:35 069 211 561ABN:


Silty CLAY, greyMaterial Description












22Plastic Limit (%)

39Liquid Limit (%)








Remarks

Seven Hills Laboratory

31 Anvil Road, Seven Hills, NSW, 2147

Phone: 02 8646 2000

Email/Fax: [email protected]

Client: Construction Sciences - Engineering Report No: 10791/R/AS4133.4.2.1/1725-1727

Address: 31 Anvil Road Seven Hills NSW 2147 Project No: 10791/P/37

Request No: 10791/T/332

Client Request Ref: 5017190023

Client Reference: Area Description:

Component:

Sampling Method: AS1289.1.3.1 Cl 5.5b

Sampled By: Client Sampled Date Sampled: 30/08/18

Tested By: Craig Giblett Date Tested: 04/09/18

Location Data:

Sample No:

Borehole

Number

Borehole

Depth m

Specimen Type:

Specimen History:

Rock Substance Description:

Sub-Sample No:

Diameter / Height: (mm) 51.0 152.7 51.7 146.7 51.7 153.8

Moisture Content: (%)

Duration of Test: (min)

Failure Mode:

Sample Remarks:

Remarks:

SignatureCorporate Site Number: 10791

Accreditation Number: 1318

Name: Jack McKillop

Function: Authorised Signatory

Date: 07-Sep-18

ASF011-01 - RS 20-Dec-17 Page 1 of 1

Report for

Determination of Uniaxial Compressive Strength - Rock Strength of 50

Mpa and Greater

Project: Blacktown City Council Warrick Lane

Test Method: AS 4133.4.2.1

10791/S/1725 10791/S/1726 10791/S/1727

13.05 - 13.38 15.72 - 16.0 12.79 - 13.0

BH01 BH02 BH04

In-Situ In-Situ In-Situ

Core Core Core

A B C

Shale, grey Shale, grey Shale, grey

2.5 2.0 3.0

5.8 5.2 4.0

Average Uniaxial Compressive

Strength of Sample (qumax)n/a n/a n/a

Uniaxial Compressive Strength of

Specimen (qumax)0.978 5.44 10.6

- - -

Single Shear Single Shear Single Shear

Accreditation No. 2562

Date Reported

Contact

SGS Alexandria Environmental

Unit 16, 33 Maddox St

Alexandria NSW 2015

Huong Crawford

+61 2 8594 0400

+61 2 8594 0499

[email protected]

31

SGS Reference

Email

Facsimile

Telephone

Address

Manager

Laboratory

(Not specified)

5017090023 - Blacktown

[email protected]

02 8438 0310

0436 620 611

31 ANVIL ROAD

SEVEN HILLS NSW 2147

CONSTRUCTION SCIENCES PTY LTD

Abanish Nepal

Samples

Order Number

Project

Email

Facsimile

Telephone

Address

Client

CLIENT DETAILS LABORATORY DETAILS

4/9/2018

ANALYTICAL REPORT

SE183145 R0

Date Received 28/8/2018

COMMENTS

Accredited for compliance with ISO/IEC 17025 - Testing. NATA accredited laboratory 2562(4354).

No respirable fibres detected in all soil samples using trace analysis technique.

Asbestos analysed by Approved Identifier Yusuf Kuthpudin .

Bennet Lo

Senior Organic Chemist/Metals Chemist

Huong Crawford

Production Manager

Kamrul Ahsan

Senior Chemist

Ly Kim Ha

Organic Section Head

Ravee Sivasubramaniam

Hygiene Team Leader

Shane McDermott

Inorganic/Metals Chemist

SIGNATORIES

Member of the SGS Group

www.sgs.com.aut +61 2 8594 0400

f +61 2 8594 0499

Australia

Australia

Alexandria NSW 2015

Alexandria NSW 2015

Unit 16 33 Maddox St

PO Box 6432 Bourke Rd BC

Environment, Health and SafetySGS Australia Pty Ltd

ABN 44 000 964 278

Page 1 of 204/09/2018

SE183145 R0ANALYTICAL RESULTS

VOC’s in Soil [AN433] Tested: 30/8/2018

BH01 0.3 BH02 0.4 BH03 0.5-0.7 BH04 0.2 BH05 0.1-0.5

SOIL SOIL SOIL SOIL SOIL

- - - - -

22/8/2018 23/8/2018 17/8/2018 21/8/2018 21/8/2018

SE183145.001 SE183145.006 SE183145.012 SE183145.013 SE183145.019

Benzene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Toluene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Ethylbenzene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

m/p-xylene mg/kg 0.2 <0.2 <0.2 <0.2 <0.2 <0.2

o-xylene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Total Xylenes mg/kg 0.3 <0.3 <0.3 <0.3 <0.3 <0.3

Total BTEX mg/kg 0.6 <0.6 <0.6 <0.6 <0.6 <0.6

Naphthalene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

UOMPARAMETER LOR

BH06 0.1-0.3 BH07 0.3-0.5 BH08 0.22-0.3 BH09 0.2-0.3 BH09 0.6-0.8


- - - - -

21/8/2018 22/8/2018 23/8/2018 23/8/2018 23/8/2018

SE183145.021 SE183145.022 SE183145.024 SE183145.026 SE183145.027

Benzene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Toluene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Ethylbenzene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

m/p-xylene mg/kg 0.2 <0.2 <0.2 <0.2 <0.2 <0.2

o-xylene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Total Xylenes mg/kg 0.3 <0.3 <0.3 <0.3 <0.3 <0.3

Total BTEX mg/kg 0.6 <0.6 <0.6 <0.6 <0.6 <0.6


UOMPARAMETER LOR

Trip Blank Trip Spike

SOIL SOIL

- -

23/8/2018 23/8/2018

SE183145.030 SE183145.031

Benzene mg/kg 0.1 <0.1 [88%]

Toluene mg/kg 0.1 <0.1 [89%]

Ethylbenzene mg/kg 0.1 <0.1 [71%]

m/p-xylene mg/kg 0.2 <0.2 [91%]

o-xylene mg/kg 0.1 <0.1 [86%]

Total Xylenes mg/kg 0.3 <0.3 -

Total BTEX mg/kg 0.6 <0.6 -

Naphthalene mg/kg 0.1 <0.1 -

UOMPARAMETER LOR

Page 2 of 204/09/2018


Volatile Petroleum Hydrocarbons in Soil [AN433] Tested: 30/8/2018

BH01 0.3 BH02 0.4 BH03 0.5-0.7 BH04 0.2 BH05 0.1-0.5


- - - - -

22/8/2018 23/8/2018 17/8/2018 21/8/2018 21/8/2018

SE183145.001 SE183145.006 SE183145.012 SE183145.013 SE183145.019

TRH C6-C9 mg/kg 20 <20 <20 <20 <20 <20

Benzene (F0) mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

TRH C6-C10 mg/kg 25 <25 <25 <25 <25 <25

TRH C6-C10 minus BTEX (F1) mg/kg 25 <25 <25 <25 <25 <25

UOMPARAMETER LOR

BH06 0.1-0.3 BH07 0.3-0.5 BH08 0.22-0.3 BH09 0.2-0.3 BH09 0.6-0.8


- - - - -

21/8/2018 22/8/2018 23/8/2018 23/8/2018 23/8/2018

SE183145.021 SE183145.022 SE183145.024 SE183145.026 SE183145.027

TRH C6-C9 mg/kg 20 <20 <20 <20 <20 <20

Benzene (F0) mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

TRH C6-C10 mg/kg 25 <25 <25 <25 <25 <25

TRH C6-C10 minus BTEX (F1) mg/kg 25 <25 <25 <25 <25 <25

UOMPARAMETER LOR

Page 3 of 204/09/2018


TRH (Total Recoverable Hydrocarbons) in Soil [AN403] Tested: 30/8/2018

BH01 0.3 BH02 0.4 BH03 0.5-0.7 BH04 0.2 BH05 0.1-0.5


- - - - -

22/8/2018 23/8/2018 17/8/2018 21/8/2018 21/8/2018

SE183145.001 SE183145.006 SE183145.012 SE183145.013 SE183145.019

TRH C10-C14 mg/kg 20 <20 <20 <20 <20 <20

TRH C15-C28 mg/kg 45 <45 <45 <45 <45 <45

TRH C29-C36 mg/kg 45 <45 <45 <45 <45 <45

TRH C37-C40 mg/kg 100 <100 <100 <100 <100 <100

TRH >C10-C16 mg/kg 25 <25 <25 <25 <25 <25

TRH >C10-C16 - Naphthalene (F2) mg/kg 25 <25 <25 <25 <25 <25

TRH >C16-C34 (F3) mg/kg 90 <90 <90 <90 <90 <90

TRH >C34-C40 (F4) mg/kg 120 <120 <120 <120 <120 <120

TRH C10-C36 Total mg/kg 110 <110 <110 <110 <110 <110

TRH C10-C40 Total (F bands) mg/kg 210 <210 <210 <210 <210 <210

UOMPARAMETER LOR

BH06 0.1-0.3 BH07 0.3-0.5 BH08 0.22-0.3 BH09 0.2-0.3 BH09 0.6-0.8


- - - - -

21/8/2018 22/8/2018 23/8/2018 23/8/2018 23/8/2018

SE183145.021 SE183145.022 SE183145.024 SE183145.026 SE183145.027

TRH C10-C14 mg/kg 20 <20 <20 <20 <20 <20

TRH C15-C28 mg/kg 45 <45 <45 <45 <45 <45

TRH C29-C36 mg/kg 45 <45 <45 <45 <45 <45

TRH C37-C40 mg/kg 100 <100 <100 <100 <100 <100

TRH >C10-C16 mg/kg 25 <25 <25 <25 <25 <25

TRH >C10-C16 - Naphthalene (F2) mg/kg 25 <25 <25 <25 <25 <25

TRH >C16-C34 (F3) mg/kg 90 <90 <90 <90 <90 <90

TRH >C34-C40 (F4) mg/kg 120 <120 <120 <120 <120 <120

TRH C10-C36 Total mg/kg 110 <110 <110 <110 <110 <110

TRH C10-C40 Total (F bands) mg/kg 210 <210 <210 <210 <210 <210

UOMPARAMETER LOR

Page 4 of 204/09/2018


PAH (Polynuclear Aromatic Hydrocarbons) in Soil [AN420] Tested: 30/8/2018

BH01 0.3 BH02 0.4 BH02 0.5 BH03 0.5-0.7 BH04 0.2


- - - - -

22/8/2018 23/8/2018 23/8/2018 17/8/2018 21/8/2018

SE183145.001 SE183145.006 SE183145.007 SE183145.012 SE183145.013


2-methylnaphthalene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1


Acenaphthylene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Acenaphthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Fluorene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Phenanthrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Anthracene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Fluoranthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Pyrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Benzo(a)anthracene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Chrysene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Benzo(b&j)fluoranthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Benzo(k)fluoranthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Benzo(a)pyrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Indeno(1,2,3-cd)pyrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Dibenzo(ah)anthracene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Benzo(ghi)perylene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Carcinogenic PAHs, BaP TEQ <LOR=0 TEQ (mg/kg) 0.2 <0.2 <0.2 <0.2 <0.2 <0.2

Carcinogenic PAHs, BaP TEQ <LOR=LOR TEQ (mg/kg) 0.3 <0.3 <0.3 <0.3 <0.3 <0.3

Carcinogenic PAHs, BaP TEQ <LOR=LOR/2 TEQ (mg/kg) 0.2 <0.2 <0.2 <0.2 <0.2 <0.2

Total PAH (18) mg/kg 0.8 <0.8 <0.8 <0.8 <0.8 <0.8

Total PAH (NEPM/WHO 16) mg/kg 0.8 <0.8 <0.8 <0.8 <0.8 <0.8

UOMPARAMETER LOR

BH04 0.45 BH05 0.1-0.5 BH05 0.5-0.7 BH06 0.1-0.3 BH07 0.3-0.5


- - - - -

21/8/2018 21/8/2018 21/8/2018 21/8/2018 22/8/2018

SE183145.014 SE183145.019 SE183145.020 SE183145.021 SE183145.022




Acenaphthylene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Acenaphthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Fluorene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Phenanthrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Anthracene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Fluoranthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Pyrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Benzo(a)anthracene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Chrysene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Benzo(b&j)fluoranthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Benzo(k)fluoranthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Benzo(a)pyrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Indeno(1,2,3-cd)pyrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Dibenzo(ah)anthracene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Benzo(ghi)perylene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Carcinogenic PAHs, BaP TEQ <LOR=0 TEQ (mg/kg) 0.2 <0.2 <0.2 <0.2 <0.2 <0.2

Carcinogenic PAHs, BaP TEQ <LOR=LOR TEQ (mg/kg) 0.3 <0.3 <0.3 <0.3 <0.3 <0.3

Carcinogenic PAHs, BaP TEQ <LOR=LOR/2 TEQ (mg/kg) 0.2 <0.2 <0.2 <0.2 <0.2 <0.2

Total PAH (18) mg/kg 0.8 <0.8 <0.8 <0.8 <0.8 <0.8

Total PAH (NEPM/WHO 16) mg/kg 0.8 <0.8 <0.8 <0.8 <0.8 <0.8

UOMPARAMETER LOR

Page 5 of 204/09/2018


PAH (Polynuclear Aromatic Hydrocarbons) in Soil [AN420] Tested: 30/8/2018 (continued)

BH08 0.22-0.3 BH09 0.2-0.3 BH09 0.6-0.8 BH09 1.8-2.0

SOIL SOIL SOIL SOIL

- - - -

23/8/2018 23/8/2018 23/8/2018 23/8/2018

SE183145.024 SE183145.026 SE183145.027 SE183145.028

Naphthalene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

2-methylnaphthalene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

1-methylnaphthalene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Acenaphthylene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Acenaphthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Fluorene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Phenanthrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Anthracene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Fluoranthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Pyrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Benzo(a)anthracene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Chrysene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Benzo(b&j)fluoranthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Benzo(k)fluoranthene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Benzo(a)pyrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Indeno(1,2,3-cd)pyrene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Dibenzo(ah)anthracene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Benzo(ghi)perylene mg/kg 0.1 <0.1 <0.1 <0.1 <0.1

Carcinogenic PAHs, BaP TEQ <LOR=0 TEQ (mg/kg) 0.2 <0.2 <0.2 <0.2 <0.2

Carcinogenic PAHs, BaP TEQ <LOR=LOR TEQ (mg/kg) 0.3 <0.3 <0.3 <0.3 <0.3

Carcinogenic PAHs, BaP TEQ <LOR=LOR/2 TEQ (mg/kg) 0.2 <0.2 <0.2 <0.2 <0.2

Total PAH (18) mg/kg 0.8 <0.8 <0.8 <0.8 <0.8

Total PAH (NEPM/WHO 16) mg/kg 0.8 <0.8 <0.8 <0.8 <0.8

UOMPARAMETER LOR

Page 6 of 204/09/2018


pH in soil (1:5) [AN101] Tested: 31/8/2018

BH01 0.3 BH01 0.6-1.1 BH01 1.1 BH01 1.5 BH01 2.0


- - - - -

22/8/2018 22/8/2018 22/8/2018 22/8/2018 22/8/2018

SE183145.001 SE183145.002 SE183145.003 SE183145.004 SE183145.005

pH pH Units 0.1 5.7 5.7 6.0 5.8 7.4

UOMPARAMETER LOR

BH02 0.4 BH02 0.5 BH02 1.4 BH02 1.5 BH02 2.4


- - - - -

23/8/2018 23/8/2018 23/8/2018 23/8/2018 23/8/2018

SE183145.006 SE183145.007 SE183145.008 SE183145.009 SE183145.010

pH pH Units 0.1 7.1 6.3 7.6 9.4 9.4

UOMPARAMETER LOR

BH02 2.5 BH03 0.5-0.7 BH04 0.2 BH04 0.45 BH04 0.7-1.0


- - - - -

23/8/2018 17/8/2018 21/8/2018 21/8/2018 21/8/2018

SE183145.011 SE183145.012 SE183145.013 SE183145.014 SE183145.015

pH pH Units 0.1 9.7 6.5 7.7 7.6 7.4

UOMPARAMETER LOR

BH04 1.4-1.5 BH04 2.0 BH04 2.5

SOIL SOIL SOIL

- - -

21/8/2018 21/8/2018 21/8/2018

SE183145.016 SE183145.017 SE183145.018

pH pH Units 0.1 7.5 7.3 7.3

UOMPARAMETER LOR

Page 7 of 204/09/2018


Conductivity and TDS by Calculation - Soil [AN106] Tested: 31/8/2018

BH01 0.3 BH01 0.6-1.1 BH01 1.1 BH01 1.5 BH01 2.0


- - - - -

22/8/2018 22/8/2018 22/8/2018 22/8/2018 22/8/2018

SE183145.001 SE183145.002 SE183145.003 SE183145.004 SE183145.005

Conductivity of Extract (1:5 dry sample basis) µS/cm 1 490 260 220 290 220

UOMPARAMETER LOR

BH02 0.4 BH02 0.5 BH02 1.4 BH02 1.5 BH02 2.4


- - - - -

23/8/2018 23/8/2018 23/8/2018 23/8/2018 23/8/2018

SE183145.006 SE183145.007 SE183145.008 SE183145.009 SE183145.010


UOMPARAMETER LOR

BH02 2.5 BH03 0.5-0.7 BH04 0.2 BH04 0.45 BH04 0.7-1.0


- - - - -

23/8/2018 17/8/2018 21/8/2018 21/8/2018 21/8/2018

SE183145.011 SE183145.012 SE183145.013 SE183145.014 SE183145.015


UOMPARAMETER LOR

BH04 1.4-1.5 BH04 2.0 BH04 2.5

SOIL SOIL SOIL

- - -

21/8/2018 21/8/2018 21/8/2018

SE183145.016 SE183145.017 SE183145.018

Conductivity of Extract (1:5 dry sample basis) µS/cm 1 33 74 100

UOMPARAMETER LOR

Page 8 of 204/09/2018


Soil Texture (AS4419) [AN051] Tested: 3/9/2018

BH01 0.3 BH01 0.6-1.1 BH01 1.1 BH01 1.5 BH01 2.0


- - - - -

22/8/2018 22/8/2018 22/8/2018 22/8/2018 22/8/2018

SE183145.001 SE183145.002 SE183145.003 SE183145.004 SE183145.005

Texture Classification* No unit 1 Heavy Clay Heavy Clay Medium Clay Heavy Clay Silty Clay

UOMPARAMETER LOR

BH02 0.4 BH02 0.5 BH02 1.4 BH02 1.5 BH02 2.4


- - - - -

23/8/2018 23/8/2018 23/8/2018 23/8/2018 23/8/2018

SE183145.006 SE183145.007 SE183145.008 SE183145.009 SE183145.010

Texture Classification* No unit 1 Heavy Clay Heavy Clay Silty Clay Silty Clay Silty Clay + Gravel

UOMPARAMETER LOR

BH02 2.5 BH03 0.5-0.7 BH04 0.2 BH04 0.45 BH04 0.7-1.0


- - - - -

23/8/2018 17/8/2018 21/8/2018 21/8/2018 21/8/2018

SE183145.011 SE183145.012 SE183145.013 SE183145.014 SE183145.015

Texture Classification* No unit 1 Silty Clay + Gravel Heavy Clay Heavy Clay Heavy Clay Heavy Clay

UOMPARAMETER LOR

BH04 1.4-1.5 BH04 2.0 BH04 2.5

SOIL SOIL SOIL

- - -

21/8/2018 21/8/2018 21/8/2018

SE183145.016 SE183145.017 SE183145.018

Texture Classification* No unit 1 Heavy Clay Heavy Clay Heavy Clay

UOMPARAMETER LOR

Page 9 of 204/09/2018


pH in soil (1:2) [AN101] Tested: 31/8/2018

BH01 0.6-1.1 BH02 1.5 BH03 0.5-0.7 BH04 2.5

SOIL SOIL SOIL SOIL

- - - -

22/8/2018 23/8/2018 17/8/2018 21/8/2018

SE183145.002 SE183145.009 SE183145.012 SE183145.018

pH (1:2) pH Units - 5.0 8.9 5.0 6.3

UOMPARAMETER LOR

Page 10 of 204/09/2018


Conductivity (1:2) in soil [AN106] Tested: 31/8/2018

BH01 0.6-1.1 BH02 1.5 BH03 0.5-0.7 BH04 2.5

SOIL SOIL SOIL SOIL

- - - -

22/8/2018 23/8/2018 17/8/2018 21/8/2018

SE183145.002 SE183145.009 SE183145.012 SE183145.018

Conductivity (1:2) @25 C* µS/cm 1 520 650 600 200

Resistivity (1:2)* ohm cm - 1900 1500 1700 4900

UOMPARAMETER LOR

Page 11 of 204/09/2018


Soluble Anions in Soil from 1:2 DI Extract by Ion Chromatography [AN245] Tested: 3/9/2018

BH01 0.6-1.1 BH02 1.5 BH03 0.5-0.7 BH04 2.5

SOIL SOIL SOIL SOIL

- - - -

22/8/2018 23/8/2018 17/8/2018 21/8/2018

SE183145.002 SE183145.009 SE183145.012 SE183145.018

Chloride mg/kg 0.25 290 150 310 50

Sulfate mg/kg 0.5 130 110 270 74

UOMPARAMETER LOR

Page 12 of 204/09/2018


Exchangeable Cations and Cation Exchange Capacity (CEC/ESP/SAR) [AN122] Tested: 3/9/2018

BH01 0.6-1.1 BH02 1.5 BH03 0.5-0.7 BH04 2.5

SOIL SOIL SOIL SOIL

- - - -

22/8/2018 23/8/2018 17/8/2018 21/8/2018

SE183145.002 SE183145.009 SE183145.012 SE183145.018

Exchangeable Sodium, Na mg/kg 2 430 1000 300 540

Exchangeable Sodium, Na cmol (+)/kg 0.01 1.9 4.4 1.3 2.3

Exchangeable Sodium Percentage* % 0.1 17.6 26.5 11.8 22.5

Exchangeable Potassium, K mg/kg 2 120 150 120 120

Exchangeable Potassium, K cmol (+)/kg 0.01 0.32 0.38 0.32 0.31

Exchangeable Potassium Percentage* % 0.1 3.0 2.3 2.9 3.0

Exchangeable Calcium, Ca mg/kg 2 98 1100 490 280

Exchangeable Calcium, Ca cmol (+)/kg 0.01 0.49 5.6 2.4 1.4

Exchangeable Calcium Percentage* % 0.1 4.6 33.5 21.8 13.4

Exchangeable Magnesium, Mg mg/kg 2 970 760 860 770

Exchangeable Magnesium, Mg cmol (+)/kg 0.02 7.9 6.3 7.1 6.3

Exchangeable Magnesium Percentage* % 0.1 74.8 37.7 63.5 61.1

Cation Exchange Capacity cmol (+)/kg 0.02 11 17 11 10

UOMPARAMETER LOR

Page 13 of 204/09/2018


Total Recoverable Elements in Soil/Waste Solids/Materials by ICPOES [AN040/AN320] Tested: 30/8/2018

BH01 0.3 BH02 0.4 BH02 0.5 BH03 0.5-0.7 BH04 0.2


- - - - -

22/8/2018 23/8/2018 23/8/2018 17/8/2018 21/8/2018

SE183145.001 SE183145.006 SE183145.007 SE183145.012 SE183145.013

Arsenic, As mg/kg 1 3 3 2 4 6

Cadmium, Cd mg/kg 0.3 <0.3 <0.3 <0.3 <0.3 <0.3

Chromium, Cr mg/kg 0.3 17 16 13 13 16

Copper, Cu mg/kg 0.5 28 35 49 19 23

Lead, Pb mg/kg 1 16 14 12 12 25

Nickel, Ni mg/kg 0.5 11 24 18 6.6 7.5

Zinc, Zn mg/kg 2 49 43 82 31 47

UOMPARAMETER LOR

BH04 0.45 BH04 2.0 BH05 0.1-0.5 BH05 0.5-0.7 BH06 0.1-0.3


- - - - -

21/8/2018 21/8/2018 21/8/2018 21/8/2018 21/8/2018

SE183145.014 SE183145.017 SE183145.019 SE183145.020 SE183145.021

Arsenic, As mg/kg 1 2 9 3 <1 7

Cadmium, Cd mg/kg 0.3 <0.3 <0.3 <0.3 <0.3 <0.3

Chromium, Cr mg/kg 0.3 10 16 8.1 5.7 22

Copper, Cu mg/kg 0.5 31 27 53 21 16

Lead, Pb mg/kg 1 46 18 <1 7 15

Nickel, Ni mg/kg 0.5 11 10 49 6.6 12

Zinc, Zn mg/kg 2 61 50 32 29 31

UOMPARAMETER LOR

BH07 0.3-0.5 BH07 0.7 BH08 0.22-0.3 BH09 0.2-0.3 BH09 0.6-0.8


- - - - -

22/8/2018 22/8/2018 23/8/2018 23/8/2018 23/8/2018

SE183145.022 SE183145.023 SE183145.024 SE183145.026 SE183145.027

Arsenic, As mg/kg 1 3 2 7 3 7

Cadmium, Cd mg/kg 0.3 <0.3 <0.3 <0.3 <0.3 <0.3

Chromium, Cr mg/kg 0.3 14 12 9.4 2.5 4.5

Copper, Cu mg/kg 0.5 33 40 24 38 23

Lead, Pb mg/kg 1 10 11 9 9 14

Nickel, Ni mg/kg 0.5 7.7 14 6.0 2.6 5.2

Zinc, Zn mg/kg 2 48 89 38 27 48

UOMPARAMETER LOR

BH09 1.8-2.0 BH04 QA201

SOIL SOIL

- -

23/8/2018 23/8/2018

SE183145.028 SE183145.029

Arsenic, As mg/kg 1 10 9

Cadmium, Cd mg/kg 0.3 <0.3 <0.3

Chromium, Cr mg/kg 0.3 3.4 17

Copper, Cu mg/kg 0.5 37 22

Lead, Pb mg/kg 1 19 23

Nickel, Ni mg/kg 0.5 17 8.1

Zinc, Zn mg/kg 2 99 36

UOMPARAMETER LOR

Page 14 of 204/09/2018


Mercury in Soil [AN312] Tested: 30/8/2018

BH01 0.3 BH02 0.4 BH02 0.5 BH03 0.5-0.7 BH04 0.2


- - - - -

22/8/2018 23/8/2018 23/8/2018 17/8/2018 21/8/2018

SE183145.001 SE183145.006 SE183145.007 SE183145.012 SE183145.013

Mercury mg/kg 0.05 <0.05 <0.05 <0.05 <0.05 <0.05

UOMPARAMETER LOR

BH04 0.45 BH04 2.0 BH05 0.1-0.5 BH05 0.5-0.7 BH06 0.1-0.3


- - - - -

21/8/2018 21/8/2018 21/8/2018 21/8/2018 21/8/2018

SE183145.014 SE183145.017 SE183145.019 SE183145.020 SE183145.021

Mercury mg/kg 0.05 0.11 <0.05 <0.05 <0.05 <0.05

UOMPARAMETER LOR

BH07 0.3-0.5 BH07 0.7 BH08 0.22-0.3 BH09 0.2-0.3 BH09 0.6-0.8


- - - - -

22/8/2018 22/8/2018 23/8/2018 23/8/2018 23/8/2018

SE183145.022 SE183145.023 SE183145.024 SE183145.026 SE183145.027

Mercury mg/kg 0.05 <0.05 <0.05 <0.05 <0.05 0.08

UOMPARAMETER LOR

BH09 1.8-2.0 BH04 QA201

SOIL SOIL

- -

23/8/2018 23/8/2018

SE183145.028 SE183145.029

Mercury mg/kg 0.05 0.09 <0.05

UOMPARAMETER LOR

Page 15 of 204/09/2018


Moisture Content [AN002] Tested: 30/8/2018

BH01 0.3 BH01 0.6-1.1 BH01 1.1 BH01 1.5 BH01 2.0


- - - - -

22/8/2018 22/8/2018 22/8/2018 22/8/2018 22/8/2018

SE183145.001 SE183145.002 SE183145.003 SE183145.004 SE183145.005

% Moisture %w/w 0.5 20 13 10 12 7.9

UOMPARAMETER LOR

BH02 0.4 BH02 0.5 BH02 1.4 BH02 1.5 BH02 2.4


- - - - -

23/8/2018 23/8/2018 23/8/2018 23/8/2018 23/8/2018

SE183145.006 SE183145.007 SE183145.008 SE183145.009 SE183145.010

% Moisture %w/w 0.5 14 12 9.3 9.7 8.7

UOMPARAMETER LOR

BH02 2.5 BH03 0.5-0.7 BH04 0.2 BH04 0.45 BH04 0.7-1.0


- - - - -

23/8/2018 17/8/2018 21/8/2018 21/8/2018 21/8/2018

SE183145.011 SE183145.012 SE183145.013 SE183145.014 SE183145.015

% Moisture %w/w 0.5 7.2 25 15 21 15

UOMPARAMETER LOR

BH04 1.4-1.5 BH04 2.0 BH04 2.5 BH05 0.1-0.5 BH05 0.5-0.7


- - - - -

21/8/2018 21/8/2018 21/8/2018 21/8/2018 21/8/2018

SE183145.016 SE183145.017 SE183145.018 SE183145.019 SE183145.020

% Moisture %w/w 0.5 16 15 17 9.0 14

UOMPARAMETER LOR

BH06 0.1-0.3 BH07 0.3-0.5 BH07 0.7 BH08 0.22-0.3 BH09 0.2-0.3


- - - - -

21/8/2018 22/8/2018 22/8/2018 23/8/2018 23/8/2018

SE183145.021 SE183145.022 SE183145.023 SE183145.024 SE183145.026

% Moisture %w/w 0.5 17 14 7.8 14 13

UOMPARAMETER LOR

BH09 0.6-0.8 BH09 1.8-2.0 BH04 QA201 Trip Blank

SOIL SOIL SOIL SOIL

- - - -

23/8/2018 23/8/2018 23/8/2018 23/8/2018

SE183145.027 SE183145.028 SE183145.029 SE183145.030

% Moisture %w/w 0.5 13 8.0 19 <0.5

UOMPARAMETER LOR

Page 16 of 204/09/2018


Fibre Identification in soil [AN602] Tested: 3/9/2018

BH01 0.3 BH02 0.4 BH04 0.2 BH05 0.1-0.5 BH06 0.1-0.3


- - - - -

22/8/2018 23/8/2018 21/8/2018 21/8/2018 21/8/2018

SE183145.001 SE183145.006 SE183145.013 SE183145.019 SE183145.021

Asbestos Detected No unit - No No No No No

Estimated Fibres* %w/w 0.01 <0.01 <0.01 <0.01 <0.01 <0.01

UOMPARAMETER LOR

BH07 0.3-0.5 BH09 0.1-0.2

SOIL SOIL

- -

22/8/2018 23/8/2018

SE183145.022 SE183145.025

Asbestos Detected No unit - No No

Estimated Fibres* %w/w 0.01 <0.01 <0.01

UOMPARAMETER LOR

Page 17 of 204/09/2018

SE183145 R0METHOD SUMMARY

METHOD METHODOLOGY SUMMARY

The test is carried out by drying (at either 40°C or 105°C) a known mass of sample in a weighed evaporating

basin. After fully dry the sample is re-weighed. Samples such as sludge and sediment having high percentages of

moisture will take some time in a drying oven for complete removal of water.

AN002

A portion of sample is digested with nitric acid to decompose organic matter and hydrochloric acid to complete the

digestion of metals. The digest is then analysed by ICP OES with metals results reported on the dried sample

basis. Based on USEPA method 200.8 and 6010C.

AN040/AN320

A portion of sample is digested with Nitric acid to decompose organic matter and Hydrochloric acid to complete the

digestion of metals and then filtered for analysis by ASS or ICP as per USEPA Method 200.8.

AN040

A small sample of soil is kneaded with water and then pressed out into a ribbon. The behaviour of this ribbon is

used to classify the soil into one of the texture classes in AS 4419.

AN051

pH in Soil Sludge Sediment and Water: pH is measured electrometrically using a combination electrode and is

calibrated against 3 buffers purchased commercially. For soils, sediments and sludges, an extract with water (or

0.01M CaCl2) is made at a ratio of 1:5 and the pH determined and reported on the extract. Reference APHA

4500-H+.

AN101

Conductivity and TDS by Calculation: Conductivity is measured by meter with temperature compensation and is

calibrated against a standard solution of potassium chloride. Conductivity is generally reported as µmhos /cm or

µS/cm @ 25°C. For soils, an extract with water is made at a ratio of 1:5 and the EC determined and reported on

the extract, or calculated back to the as-received sample. Salinity can be estimated from conductivity using a

conversion factor, which for natural waters, is in the range 0.55 to 0.75. Reference APHA 2510 B.

AN106

Resistivity of the extract is reported on the extract basis and is the reciprocal of conductivity. Salinity and TDS can

be calculated from the extract conductivity and is reported back to the soil basis.

AN106

Exchangeable Cations, CEC and ESP: Soil sample is extracted in 1M Ammonium Acetate at pH=7 (or 1M

Ammonium Chloride at pH=7) with cations (Na, K, Ca & Mg) then determined by ICP OES/ICP MS and reported as

Exchangeable Cations. For saline soils, these results can be corrected for water soluble cations and reported as

Exchangeable cations in meq/100g or soil can be pre-treated (aqueous ethanol/aqueous glycerol) prior to

extraction. Cation Exchange Capacity (CEC) is the sum of the exchangeable cations in meq/100g.

AN122

The Exchangeable Sodium Percentage (ESP) is calculated as the exchangeable sodium divided by the CEC (all in

meq/100g) times 100.

ESP can be used to categorise the sodicity of the soil as below :

ESP < 6% non-sodic

ESP 6-15% sodic

ESP >15% strongly sodic

Method is referenced to Rayment and Lyons, 2011, sections 15D3 and 15N1.-

AN122

Anions by Ion Chromatography: A water sample or extract is injected into an eluent stream that passes through the

ion chromatographic system where the anions of interest ie Br, Cl, NO2, NO3 and SO4 are separated on their

relative affinities for the active sites on the column packing material. Changes to the conductivity and the

UV-visible absorbance of the eluent enable identification and quantitation of the anions based on their retention

time and peak height or area. APHA 4110 B

AN245

Mercury by Cold Vapour AAS in Soils: After digestion with nitric acid, hydrogen peroxide and hydrochloric acid ,

mercury ions are reduced by stannous chloride reagent in acidic solution to elemental mercury. This mercury

vapour is purged by nitrogen into a cold cell in an atomic absorption spectrometer or mercury analyser .

Quantification is made by comparing absorbances to those of the calibration standards. Reference APHA

3112/3500

AN312

Total Recoverable Hydrocarbons: Determination of Hydrocarbons by gas chromatography after a solvent

extraction. Detection is by flame ionisation detector (FID) that produces an electronic signal in proportion to the

combustible matter passing through it. Total Recoverable Hydrocarbons (TRH) are routinely reported as four

alkane groupings based on the carbon chain length of the compounds: C6-C9, C10-C14, C15-C28 and C29-C36

and in recognition of the NEPM 1999 (2013), >C10-C16 (F2), >C16-C34 (F3) and >C34-C40 (F4). F2 is reported

directly and also corrected by subtracting Naphthalene ( from VOC method AN433) where available.

AN403

Additionally, the volatile C6-C9 fraction may be determined by a purge and trap technique and GC /MS because of

the potential for volatiles loss. Total Petroleum Hydrocarbons (TPH) follows the same method of analysis after

silica gel cleanup of the solvent extract. Aliphatic/Aromatic Speciation follows the same method of analysis after

fractionation of the solvent extract over silica with differential polarity of the eluent solvents .

AN403

The GC/FID method is not well suited to the analysis of refined high boiling point materials (ie lubricating oils or

greases) but is particularly suited for measuring diesel, kerosene and petrol if care to control volatility is taken. This

method will detect naturally occurring hydrocarbons, lipids, animal fats, phenols and PAHs if they are present at

sufficient levels, dependent on the use of specific cleanup /fractionation techniques. Reference USEPA 3510B,

8015B.

AN403

Page 18 of 204/09/2018

SE183145 R0METHOD SUMMARY

(SVOCs) including OC, OP, PCB, Herbicides, PAH, Phthalates and Speciated Phenols (etc) in soils, sediments

and waters are determined by GCMS/ECD technique following appropriate solvent extraction process (Based on

USEPA 3500C and 8270D).

AN420

Carcinogenic PAHs may be expressed as Benzo(a)pyrene equivalents by applying the BaP toxicity equivalence

factor (NEPM 1999, June 2013, B7). These can be reported as the individual PAHs and as a sum of carcinogenic

PAHs. The sum is reported three ways, the first assuming all <LOR results are zero, the second assuming all <

LOR results are half the LOR and the third assuming all <LOR results are the LOR.

AN420

VOCs and C6-C9 Hydrocarbons by GC-MS P&T: VOC`s are volatile organic compounds. The sample is presented

to a gas chromatograph via a purge and trap (P&T) concentrator and autosampler and is detected with a Mass

Spectrometer (MSD). Solid samples are initially extracted with methanol whilst liquid samples are processed

directly. References: USEPA 5030B, 8020A, 8260.

AN433

Qualitative identification of chrysotile, amosite and crocidolite in bulk samples by polarised light microscopy (PLM)

in conjunction with dispersion staining (DS). AS4964 provides the basis for this document. Unequivocal

identification of the asbestos minerals present is made by obtaining sufficient diagnostic `clues`, which provide a

reasonable degree of certainty, dispersion staining is a mandatory `clue` for positive identification. If sufficient

`clues` are absent, then positive identification of asbestos is not possible. This procedure requires removal of

suspect fibres/bundles from the sample which cannot be returned.

AN602

Fibres/material that cannot be unequivocably identified as one of the three asbestos forms, will be reported as

unknown mineral fibres (umf) The fibres detected may or may not be asbestos fibres.

AN602

AS4964.2004 Method for the Qualitative Identification of Asbestos in Bulk Samples, Section 8.4, Trace Analysis

Criteria, Note 4 states:"Depending upon sample condition and fibre type, the detection limit of this technique has

been found to lie generally in the range of 1 in 1,000 to 1 in 10,000 parts by weight, equivalent to 1 to 0.1 g/kg."

AN602

The sample can be reported “no asbestos found at the reporting limit of 0.1 g/kg” (<0.01%w/w) where AN602

section 4.5 of this method has been followed, and if-

(a) no trace asbestos fibres have been detected (i.e. no ‘respirable’ fibres):

(b) the estimated weight of non-respirable asbestos fibre bundles and/or the estimated weight of asbestos in

asbestos-containing materials are found to be less than 0.1g/kg: and

(c) these non-respirable asbestos fibre bundles and/or the asbestos containing materials are only visible under

stereo-microscope viewing conditions.

AN602

Page 19 of 204/09/2018

SE183145 R0FOOTNOTES

FOOTNOTES

*

**

NATA accreditation does not cover

the performance of this service.

Indicative data, theoretical holding

time exceeded.

-

NVL

IS

LNR

Not analysed.

Not validated.

Insufficient sample for analysis.

Sample listed, but not received.

Samples analysed as received.

Solid samples expressed on a dry weight basis.

Where "Total" analyte groups are reported (for example, Total PAHs, Total OC Pesticides) the total will be calculated as the sum of the individual

analytes, with those analytes that are reported as <LOR being assumed to be zero. The summed (Total) limit of reporting is calculated by summing

the individual analyte LORs and dividing by two. For example, where 16 individual analytes are being summed and each has an LOR of 0.1 mg/kg,

the "Totals" LOR will be 1.6 / 2 (0.8 mg/kg). Where only 2 analytes are being summed, the " Total" LOR will be the sum of those two LORs.

Some totals may not appear to add up because the total is rounded after adding up the raw values.

If reported, measurement uncertainty follow the ± sign after the analytical result and is expressed as the expanded uncertainty calculated using a

coverage factor of 2, providing a level of confidence of approximately 95%, unless stated otherwise in the comments section of this report.

Results reported for samples tested under test methods with codes starting with ARS -SOP, radionuclide or gross radioactivity concentrations are

expressed in becquerel (Bq) per unit of mass or volume or per wipe as stated on the report. Becquerel is the SI unit for activity and equals one

nuclear transformation per second.

Note that in terms of units of radioactivity:

a. 1 Bq is equivalent to 27 pCi

b. 37 MBq is equivalent to 1 mCi

For results reported for samples tested under test methods with codes starting with ARS -SOP, less than (<) values indicate the detection limit for

each radionuclide or parameter for the measurement system used. The respective detection limits have been calculated in accordance with ISO

11929.

The QC criteria are subject to internal review according to the SGS QAQC plan and may be provided on request or alternatively can be found here :

http://www.sgs.com.au/~/media/Local/Australia/Documents/Technical%20Documents/MP-AU-ENV-QU-022%20QA%20QC%20Plan.pdf

This document is issued by the Company under its General Conditions of Service accessible at www.sgs.com/en/Terms-and-Conditions.aspx.

Attention is drawn to the limitation of liability, indemnification and jurisdiction issues defined therein.

Any holder of this document is advised that information contained hereon reflects the Company 's findings at the time of its intervention only and

within the limits of Client's instructions, if any. The Company's sole responsibility is to its Client only. Any unauthorized alteration, forgery or

falsification of the content or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law .

This report must not be reproduced, except in full.

UOM

LOR

↑↓

Unit of Measure.

Limit of Reporting.

Raised/lowered Limit of

Reporting.

Page 20 of 204/09/2018