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STC-754-12439 / GTI 1 v1 final 12th September 2017

Geotechnical / Salinity Investigation Report

280 Garfield Road East and 259 Riverstone Road,

Riverstone NSW

Prepared for: Ampersand Development Consulting

New South Wales Office:

Victorian Office: Telephone: Internet:

ABN:

ADE Consulting Group Pty Ltd.

Unit 6/7 Millennium Court

Silverwater, NSW 2128

ADE Consulting Group Pty Ltd

Unit 1 / 291 Rathmines Street

Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922

site: www.ADenvirotech.com.au

e-mail: [email protected]

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Prepared for:

Ampersand Development Consulting

Geotechnical / Salinity Investigation Report

280 Garfield Road East and 259 Riverstone Road, Riverstone NSW

Report No: STC-754-12439 / GTI 1 / v1 final

Date: 12th September 2017

Written By:

Bikesh Deoju Geotechnical Engineer

Reviewed By:

Joe Oo Senior Geotechnical Engineer

Version Details Date

v1 final Written By Bikesh Deoju 12th

September 2017

This report is copyright. No part of this publication may be reproduced or transmitted in any form or by any

means, electronic or mechanical, including photocopying without permission in writing from ADE Consulting

Group Pty Ltd.



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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TABLE OF CONTENTS

Page number EXECUTIVE SUMMARY 5 1. INTRODUCTION 6 1.1 General 6 1.2 Objectives 6 1.3 Scope of Works 6 1.4 Previous Investigation 7 1.5 Whole Report 7 2. SITE INDENTIFICATION AND PHYSICAL SETTING 7 2.1 Site Description 7 2.2 Site Geology 8 3. INVESTIGATION RESULTS 8 3.1 Fieldwork Description 8 3.2 Fieldwork Results 8 3.3 Dynamic Cone Penetrometer Test 11 3.4 Groundwater 11 3.5 Laboratory Testing Results 11 3.5.1 California Bearing Ratio 11 3.5.2 Shrink Swell Index 12 3.5.3 Atterberg Limits 12

4. GEOTECHNICAL ENGNEERING ASSESSMENT AND RECOMMENDATIONS 13 4.1 Subsoil Profile 13 4.2 Site Classification 14 4.3 Existing Reservoirs 14 4.4 Foundations and Bearing Capacity 14 4.4.1 Shallow Foundations 14 4.4.2 Deep Foundations 15

5. SALINITY, AGGRESSIVITY AND SODICITY ASSESSMENT 15 5.1 Salinity 15 5.2 Aggressivity 15 5.3 Sodicity 16 5.4 Results 16 5.5 Discussion 19 5.5.1 Salinity 19 5.5.2 Aggressivity 19 5.5.3 Sodicity 19 6. MANAGEMENT STRATEGIES 19 6.1 Sodic Soils 19



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Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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6.2 Earthworks 20 6.3 Roads, Footpaths, Hardstand Areas, Gardens and Landscape Areas 20 6.4 Surface Water, Stormwater and Drainage 20 6.5 Concrete Recommendations 21 6.5.1 Salinities less than 4 dS/m (Non-saline to slightly saline) 21 6.5.2 Salinities of 4 - 8 dS/m (Moderately saline) 21 6.5.3 Salinities of 8 - 16 dS/m (Very saline) 21

7. LIMITATION 22 LIST OF TABLES Page number Table 3.1 Summary of Geotechnical Model 9 Table 3.2 Summary of Groundwater 11 Table 3.3 California Bearing Ratio Results 11 Table 3.4 Shrink Swell Test Results 12 Table 3.5 Atterberg Limits Test Results 13 Table 4.1 Generalised Subsoil Profile 13 Table 5.1 Soil Salinity Classification 15 Table 5.2 Exposure Classification for Concrete Piles 15 Table 5.3 Exposure Classification for Steel Piles 16 Table 5.4 Sodicity Rating 16 Table 5.5 Aggressivity and Salinity Classification 17 LIST OF FIGURES Figure 1 Geological Map of Penrith 1:100 000 8 APPENDICES Appendix I Site Plan Appendix II Borehole Logs Appendix III Analytical Reports

ABBREVIATIONS

ADE ADE Consulting Group Pty Ltd

AHD Australian Height Datum

AS Australian Standard

BGL Below Ground Level

BH Borehole

COC Chain of Custody

DCP Dynamic Cone Penetrometer

GTI Geotechnical Investigation

SPT Standard Penetration Test

SWL Standing Water Level

SH&EWMS Safety Health and Environmental Works Method Statement



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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GEOTECHNICAL INVESTIGATION REPORT ADE Report No. STC-754-12439 / GTI1 / v1 final

Date of Investigation: 04.07.2017 – 17.07.2017 Date of Report: 12.09.2017 Client: Ampersand Development Consulting Site Address: 280 Garfield Road East and 259 Riverstone Road, Riverstone NSW

(Refer to Appendix I – Site Plan) EXECUTIVE SUMMARY ADE Consulting Group Pty Ltd (ADE) was commissioned by Ampersand Development Consulting (the ‘client’) to undertake a geotechnical and salinity investigation for a proposed subdivision development at 280 Garfield Road East and 259 Riverstone Road, Riverstone NSW (the ‘site’). The objectives of this investigation were to provide information on the subsurface soil profile and groundwater conditions, site classification, foundation assessment, soil salinity and aggressivity for future development and discussion on geotechnical parameters for internal roads. To achieve the objectives, the scope of works included sixty one (61) boreholes drilled generally to depths of 3.0 to 6.0 m below ground level (bgl) or refusal, with one borehole (BH16) extending to 9.0 m bgl due to the subsurface conditions encountered. Subsurface conditions at the proposed site were summarised on borehole logs and predominantly consisted of TOPSOIL, Gravelly SAND and Silty CLAY FILL, and Silty CLAY (RESIDUAL) overlying extremely weathered SHALE BEDROCK. The clay soils encountered at the site varied from low to high plasticity. Groundwater was encountered at depths ranging from 1.5 m to 5.4 m bgl during the course of the investigation. After stripping of topsoil and shallow fill materials, ADE anticipates that overall a majority of the site could be preliminarily classified as moderately to highly reactive, Class “M” to “H” in accordance with the Australian Standard (AS) 2870. Deep fill materials were encountered to depths of 1.0 m to 5.4 m bgl at the locations of boreholes BH13 and BH15 through BH18; therefore, these areas are currently classified as Class “P” due to the presence of deep undocumented fill materials. Final site classification will depend on earthwork performed for the planned development and should be confirmed during/following site earthworks by an experienced geotechnical engineer.

Further geotechnical investigation and advice should be sought for remediation and backfilling of the existing reservoirs. This investigation should include assessment of soil conditions within the reservoir interior floor regarding sediment thickness accumulated over time, the presence and depth of soft/wet soils and appropriate development requirements.



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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Based on the in-situ and laboratory testing results, the site is feasible for shallow footings to support residential buildings up to two-storey in height, except for the Class P areas identified with undocumented fill soils. In addition, the condition of the soils on the interior of the reservoirs is unknown. Deep pile foundations founded within the residual clay or shale would be appropriate for these locations where the undocumented fill is present or where other problematic soil conditions are encountered that cannot be economically remediated during earthworks. Alternatively, supplementary geotechnical information on reservoir interiors and reclassification following earthworks would enable better delineation of where shallow footings may proceed. The soil tested was classified as predominantly non to moderately saline with one sample resulting in a very saline soil. Soils were determined to be non-aggressive to steel, non to mildly aggressive to concrete and sodic to highly sodic. Management strategies are recommended due to the soil sodicity.

1 INTRODUCTION 1.1 General ADE was engaged by Ampersand Development Consulting (the ‘client’) to undertake a geotechnical and salinity investigation for a proposed subdivision development at 280 Garfield Road East and 259 Riverstone Road, Riverstone NSW (hereafter referred to as the ‘site’). The works were conducted in accordance with AS 1726 – 1993, Geotechnical Site Investigations. 1.2 Objectives The objective of the investigation was to provide the following geotechnical information:

Subsurface soil, rock and groundwater conditions;

Site classification in accordance with AS2870-2011;

Site classification based on soil reactivity;

Foundation recommendations including allowable bearing capacity;

Recommendations on site preparation, including excavation and earthworks; and

Provision of suitable salinity, aggressivity and sodicity assessment and management strategies where necessary, to guide future development.

1.3 Scope of Works The Geotechnical Investigation included:

Completion of a Safety, Health & Environment Safe Work Method Statement (SHESWMS) prior to undertaking works;

Drilling and logging of sixty one (61) boreholes using a track mounted drilling rig to assess the soil and rock profile;

Conducting Dynamic Cone Penetrometer (DCP) tests next to each borehole in order to determine the soil consistency;

Sampling of soils for thirty (30) Sulfate/Chloride tests for aggressivity, thirty (30) pH/electrical conductivity (EC) tests for salinity, thirty (30) cation exchange capacity (CEC) tests for sodicity, six (6)



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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California Bearing Ratio (CBR) tests for soil strength in regard to planned pavements, eleven (11) Shrink/Swell tests for soil reactivity and eight (8) Atterberg Limit tests for soil plasticity and classification; and

Preparation of this geotechnical and salinity investigation report outlining the investigation results, with conclusions and recommendations.

1.4 Previous Investigations There has not been a previous investigation done by ADE at 280 Garfield Road East and 259 Riverstone Road, Riverstone NSW. The current geotechnical and salinity investigation was performed concurrently with environmental site assessments carried out by ADE and reported under separate cover.

1.5 Whole Report No one section or part of a section, of this report should be taken as giving an overall idea of this report. Each section must be read in conjunction with the whole of this report, including its appendices and attachments.

2 SITE IDENTIFICATION AND PHYSICAL SETTING 2.1 Site Description

The site is located at 280 Garfield Road East and 259 Riverstone Road, Riverstone NSW. It is rectangular in shape with an approximate area of 60 Ha. The site comprised one currently occupied residential and market garden property identified as 259 Riverstone Road, Riverstone NSW, an operational warehouse facility identified as 280 Garfield Road East, Riverstone NSW, and vacant graded and natural land. The majority of the site was vacant and moderately grassed. The site was elevated at the northern section where the warehouse was built. Some mature trees were observed throughout the site. There was an access road observed within both of the properties which comprised of surficial roadbase materials (fill). Eight (8) water retention reservoirs were observed on the site. The reservoirs were not investigated during the site visit due to the presence of water. Further investigations should be carried out within those locations following dewatering.



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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2.2 Site Geology The Penrith 1:100 000 Geological Map (Refer to Figure 1 below) indicates that the site belongs to the Wianamatta Group and could be underlain by Shale, carbonaceous claystone, laminite, fine to medium grained lithic sandstone, rare coal and tuff.

Figure 1 Geological Map of Penrith 1:100 000 (Sourced from NSW Government, Department of Resources and Energy on 19/07/2017)

3 INVESTIGATION RESULTS 3.1 Fieldwork Description

The fieldworks were undertaken from 4th July to 17th July 2017. The field investigation comprised the drilling of sixty-one (61) boreholes (BH1 to BH61) to a maximum depth of 6.0 m bgl or refusal, with one borehole (BH16) extended to 9.0 m bgl due to the presence of deep undocumented fill soil. The drilling was carried out with a track mounted drill rig fully equipped for geotechnical investigations. The boreholes were logged onsite by an experienced geotechnical engineer in accordance with AS 1726 – 1993, Geotechnical Site Investigations. Approximate locations of boreholes are shown on the site plan (Refer to Appendix I – Site Plan). 3.2 Fieldwork Results

Borehole logs undertaken onsite by ADE illustrate the subsurface materials and estimated depths at which the materials changed (Refer to Appendix II – Borehole Logs). A summary of a geotechnical model representing conditions encountered during the investigation is given in Table 3.1 below.



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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Table 3.1 Summary of Geotechnical Model

Material encountered, borehole (BH) and depth (m)

bgl

BH01 (m)

BH02 (m)

BH03 (m)

BH04 (m)

BH05 (m)

BH06 (m)

BH07 (m)

BH08 (m)

BH09 (m)

BH10 (m)

BH11 (m)

BH12 (m)

BH13 (m)

BH14 (m)

BH15 (m)

TOPSOIL 0.0-0.4 0.0-0.3 0.0-0.5 0.0-0.4 0.0-0.5 0.0-0.3 0.0-0.3 0.0-0.5 0.0-0.5 0.0-0.4 0.0-0.3 0.0-0.2 - 0.0-0.5 -

Silty CLAY (FILL) - - - - - - - - - - - 0.2-0.6 0.0-2.8 - 0.0-1.0

Silty CLAY (RESIDUAL) 0.4-2.0 0.3-1.7 0.5-3.0 0.4-4.8 0.5-2.6 0.3-2.5 0.3-1.8 0.5-2.5 0.5-5.4 0.4-2.8 0.3-2.8 0.6-2.5 2.8-5.5 0.5-6.0 1.0-2.5

Extremely Weathered SHALE (BEDROCK)

>2.0 >1.7 >3.0 >4.8 >2.6 >2.5 >1.8 >2.5 >5.4 >2.8 >2.8 >2.5 >5.5 - >2.5

Material encountered, borehole (BH) and depth (m)

bgl

BH16 (m)

BH17 (m)

BH18 (m)

BH19 (m)

BH20 (m)

BH21 (m)

BH22 (m)

BH23 (m)

BH24 (m)

BH25 (m)

BH26 (m)

BH27 (m)

BH28 (m)

BH29 (m)

BH30 (m)

TOPSOIL 0.0-0.4 - - 0.0-0.4 0.0-0.5 0.0-0.3 0.0-0.3 0.0-0.3 0.0-0.3 0.0-0.3 0.0-0.3 0.0-0.3 0-0.3 0.0-0.3 0-0.3

Silty CLAY (FILL) 0.4-5.4 0.0-3.6 0.0-2.8 - - - - - - - - - -



>8.0 >4.4 >5.0 >3.8 >4.3 >2.5 >1.8 >1.8 >3.0 >6.0 >4.2 - >3.0 >1.8 >3.0

Material encountered, borehole (BH) and depth

(m) bgl

BH31 (m)

BH32 (m)

BH33 (m)

BH34 (m)

BH35 (m)

BH36 (m)

BH37 (m)

BH38 (m)

BH39 (m)

BH40 (m)

BH41 (m)

BH42 (m)

BH43 (m)

BH44 (m)

BH45 (m)

TOPSOIL 0.0-0.3 0.0-0.3 0.0-0.3 0.0-0.3 0.0-0.4 0.0-0.3 0.0-0.3 0.0-0.3 0.0-0.3 0.0-0.3 0.0-0.3 0.0-0.3 0-0.4 0.0-0.3 0-0.3

Silty CLAY (FILL) - - - - - - - - - - - - - -



>6.0 - >1.6 >1.8 >4.9 >1.8 - >1.4 - >2.2 >4.6 >2.8 >1.4 >1.8 >2.2



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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Table 3.1 Summary of Geotechnical Model Continued…

Material encountered, borehole (BH) and

depth (m) bgl

BH46 (m)

BH47 (m)

BH48 (m)

BH49 (m)

BH50 (m)

BH51 (m)

BH52 (m)

BH53 (m)

BH54 (m)

BH55 (m)

BH56 (m)

BH57 (m)

BH58 (m)

BH59 (m)

BH60 (m)

BH61 (m)

TOPSOIL 0.0-0.3 0.0-0.3 0.0-0.4 0.0-0.4 0.0-0.3 0.0-0.3 0.0-0.2 0.0-0.4 0.0-0.4 0.0-0.3 0.0-0.3 0.0-0.4 0-0.4 0.0-0.4 0-0.3 0-0.4

Silty CLAY (FILL) - - - - - - - - - - - - - - -

Silty CLAY (RESIDUAL) 0.3-4.5 0.3-2.7 0.4-1.4 0.4-1.4 0.3-0.5 0.3-2.8 0.2-4.5 0.4-1.6 0.4-3.7 0.3-1.5 0.4-1.5 0.4-1.8 0.4-2.5 0.4-1.6 0.3-1.5 0.4-2.1


>4.5 >2.7 >1.4 >1.4 >0.5 >2.8 - >1.6 >3.7 >1.5 >1.5 >1.8 >2.5 >1.6 >1.5 >2.1



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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3.3 Dynamic Cone Penetrometer (DCP) Testing

Sixty-one (61) DCP tests were undertaken next to each borehole until refusal was encountered. DCP tests were undertaken in order to assess the soil consistency. The test procedure was undertaken in accordance with AS1289.6.3.2 Soil strength and consolidation tests—Determination of the penetration resistance of a Soil—9 kg dynamic cone penetrometer test. DCP tests involved driving a steel probe into the ground using a standard weight sliding hammer and measuring the penetration resistance at 100 mm depth intervals (Refer to Appendix III – Analytical Reports). 3.4 Groundwater

During the investigation, six groundwater monitoring wells (GW1 to GW6) were installed to monitor the standing water level. The groundwater was also encountered in some of the boreholes while they were remained open for a short period. The following table shows a summary of the groundwater levels encountered and measured during the investigation: Table 3.2 Summary of Groundwater Levels

Borehole No.

BH01 BH07/ GW1

BH09/ GW2

BH14 BH16 BH19 BH25 BH28/ GW3

BH31/ GW4

BH52/ GW6

BH54/ GW5

Depth (m) bgl

5.4 3.9 5.2 4.8 5.4 3.0 3.8 - 4.5 1.5 -

3.5 Laboratory Testing Results

3.5.1 California Bearing Ratio

Samples for six (6) CBR tests were collected to assess soil strength for the proposed roads and the results are summarised in the following Table 3.3. The samples were compacted to 100% of Standard maximum dry density and were soaked for 4 days with a surcharge of 4.5 kg (Refer to Appendix III – Analytical Reports).

Table 3.3 California Bearing Ratio Results

CBR No. Borehole Material Description CBR (%)

CBR 1 BH08 Silty CLAY 5








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Thornbury, VIC 3071

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VIC: 1300 796 922



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3.5.2 Shrink Swell Index Eleven (11) Shrink/Swell index tests were carried out on undisturbed tube samples (U50) recovered from the boreholes. Please refer to Appendix III – Analytical Results for Shrink/Swell test result details. The shrink-swell index test results are summarised in the Table 3.4 below.

Table 3.4 Shrink/Swell Index Test Results

Sample No. Depth (m) bgl Soil Description Shrink/Swell Index, Iss (%)

SS1 BH01: 0.3 – 0.6 Silty CLAY 2.4

SS2 BH12: 1.0-1.3 Silty CLAY 3.8

SS3 BH04: 0.8 – 1.1 Silty CLAY 1.8

SS4 BH20: 1.2 – 1.5 Silty CLAY 3.1

SS5 BH58: 0.5 – 0.8 Silty CLAY 1.8

SS6 BH42: 0.3 – 0.6 Silty CLAY 0.8

SS7 BH51: 1.5 – 1.8 Silty CLAY 0.8

SS8 BH31: 1.0 – 1.3 Silty CLAY 1.1

SS9 BH29: 0.4 – 0.8 Silty CLAY 3.0

SS10 BH44: 0.3 – 0.6 Silty CLAY 3.8

SS11 BH33: 0.3 – 0.6 Silty CLAY 3.4

3.5.3 Atterberg Limits Eight (8) Atterberg Limit tests were carried out on the U50 tube samples recovered from the boreholes. Please refer to Appendix III – Analytical Results for Atterberg Limits test result details. The results are summarised in the table below.



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Thornbury, VIC 3071

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VIC: 1300 796 922



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Table 3.5 Atterberg Limits Test Results

Sample No. Depth (m) bgl Soil Description Liquid Limit (%) Plastic Limit

(%) Plasticity Index

(%)

PI1 BH01: 0.3 – 0.6 Silty CLAY 56 20 36

PI2 BH12: 1.0-1.3 Silty CLAY 63 24 40

PI3 BH04: 0.8 – 1.1 Silty CLAY 49 17 33

PI5 BH51: 1.5 – 1.8 Silty CLAY 47 18 29

PI6 BH31: 1.0 – 1.3 Silty CLAY 38 16 23

PI7 BH29: 0.4 – 0.8 Silty CLAY 52 21 31

PI8 BH33: 0.3 – 0.6 Silty CLAY 43 17 26

PI9 BH41: 1.0 – 1.2 Silty CLAY 46 17 29

4 GEOTECHNICAL ENGINEERING ASSESSEMENT AND RECOMMENDATIONS 4.1 Subsurface Profile

The subsurface profile encountered across the site predominantly consisted of TOPSOIL and FILL overlying RESIDUAL Silty CLAY and extremely weathered SHALE. A general summary of the soil and rock that were encountered during the investigation are shown in Table 4.1 below. For additional details refer to the boreholes logs in Appendix II.

Table 4.1 Generalised Subsurface Profile

Unit No. Layers Material Description Depth To Top of

Layer (m) bgl Layer Thickness

(m)

1 TOPSOIL Silty CLAY – Sandy CLAY, dark brown.

0.0 0.3-0.5

2 FILL Gravelly SAND to Sandy/Silty CLAY, low to medium plasticity, dark brown/brown.

0.0-0.2 0.4 – 5.0

3 Silty CLAY (RESIDUAL) Silty CLAY – medium to high plasticity, brown / dark brown / grey/ reddish brown.

0.2-5.4 0.2-5.7

4 SHALE (BEDROCK) Extremely weathered and very low strength

0.5-8.0 NA



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4.2 Site Classification After stripping the topsoil and fill (shallow fill), preliminarily a majority of the site could be classified as moderately reactive clay or silt sites which may experience moderate ground movement from moisture changes with a characteristic surface movement of 20 to 40 mm (Class ‘M’) to highly reactive clay sites, which may experience high ground movement from moisture changes with a characteristic surface movement of 40 to 60mm (Class ‘H’). Due to the presence of undocumented fill at borehole locations BH13 and BH15 to BH18, preliminarily these areas are classified as Class ‘P’. These areas should be reclassified following site earthworks. Final site classification will depend on earthwork performed for the planned development and should be confirmed during/following site earthworks by an experienced geotechnical engineer. All building foundations should be designed and constructed in accordance with AS 2870-2011, using final site classification information. 4.3 Existing Reservoirs During the field investigation, it was not possible to gain access to reservoir interiors located within the site due to the presence of water. We recommend that further investigations be carried out at a later stage after dewatering of the existing reservoir bottoms to assess the soil and rock conditions, particularly the potential for siltation and soft sediment accumulations. When details of the development are known for the reservoir locations and following these investigations, further geotechnical advice should also be sought for backfilling of the existing reservoirs wherein these areas are to be developed as residential subdivisions.

4.4 Foundations and Bearing Capacity 4.4.1 Shallow Foundations The results of the investigation suggest that the site is predominantly underlain by topsoil, fill, residual silty clay and extremely weathered shale. The soils across a majority of the site allows for stiffened raft slabs, strip footings or pad footings (except where Class P locations were identified) to support the proposed low rise structures for residential subdivision lots. Footings founded within the stiff or better residual Silty CLAY or compacted/engineered fill at 1.0 m minimum embedment may be designed for a maximum allowable bearing pressure of 100 kPa. The settlement of footings under such pressure is assessed to be unlikely to exceed 20 mm. It should be noted that the depth of the footing base should be analysed from the lowest ground surface in the immediate vicinity of the footing. If the excavation is extended into the extremely low strength shale, footings founded within shale of at least very low strength may be designed for a maximum allowable bearing pressure of 500kPa, with a comparable settlement. These allowable bearing pressures and settlement prediction were based on the ground profile obtained from the widely spaced boreholes. Therefore, the foundation material should be confirmed by an experienced geotechnical engineer prior to placement of foundation concrete.



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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4.4.2 Deep Foundations

For Class P locations, supplementary geotechnical information and reclassification following earthworks will be required to allow shallow footings. Alternatively, deep pile foundations founded within the natural stiff or better residual silty clay or shale would be appropriate for Class P locations. Pile foundations, such as bored piers founded within stiff residual silty clay, could be proportioned using an allowable end bearing pressure of 100 kPa. Piles could also be founded within the extremely low strength shale using an allowable end bearing pressure of 500 kPa. These piles should embedded at least 1.5 times the pile diameter into the shale. Following excavation of pile foundations and prior to the placement of concrete we recommend that all foundations to be inspected by a suitably qualified geotechnical engineer to confirm the founding conditions and minimum embedment depth.

5 SALINITY, AGGRESSIVITY AND SODICITY ASSESSMENT 5.1 Salinity

Soil salinity is often assessed with respect to electrical conductivity of a 1:5 soil:water extract (EC 1:5). This value can be converted to the electrical conductivity of a saturated extract (ECe) by multiplication with a factor dependent upon soil texture values ranging from 6 to 17 for the soil type. Richards (1954) and Hazelton and Murphy (1992) classified soil salinity on the basis of ECe, and described the implications of the salinity classes on agriculture as follows, where ECe is measured in deciSiemens per meter (dS/m): Table 5.1 Soil Salinity Classification

Class ECe (dS/m) Implication

Non Saline <2 Salinity effects mostly negligible

Slightly Saline 2 – 4 Yields of sensitive crops affected

Moderately Saline 4 – 8 Yields of many crops affected

Very Saline 8 – 16 Only tolerant crops yield satisfactorily

Highly Saline >16 Only a few very tolerant crops yield satisfactorily Note: This classification scheme is based on agricultural sensitivity. At this point in time no structure-based classification system exists.

5.2 Aggressivity The following tables are developed from AS 2159 – 2009 Piling Design and Installation, and were used to classify the soil aggressivity in regard to concrete and steel. Table 5.2 Exposure Classification for Concrete Piles

Sulfates SO4 (ppm) in soil

pH Chlorides (ppm) in water Soil conditions – B (low permeability

soils such as silts and clays)

<5000 >5.5 <6000 Non-aggressive

5000 – 10000 4.5 – 5.5 6000 – 12000 Mild

10000 – 20000 4 – 4.5 12000 – 30000 Moderate

> 20000 <4 > 30000 Severe



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Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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Table 5.3 Exposure Classification for Steel Piles

Chlorides (ppm) in soil

pH Resistivity Ohms Soil conditions – B (low permeability

soils such as silts and clays)

<5000 >5 >5000 Non-aggressive

5000 – 10000 4 – 5 2000 – 5000 Non-aggressive

10000 – 20000 3 – 4 1000 – 2000 Mild

> 20000 <3 <1000 Moderate

5.3 Sodicity Sodic soils may be affected by very severe surface crusting, very low infiltration and hydraulic conductivity, very hard and dense subsoils, high susceptibility to gully erosion and tunnel erosion. Sodicity also affects the shrink – swell properties of a soil. The general rating of sodicity as shown in the Department of Land and Water Conservation (DLWC) 2002 publication Site Investigations for Urban Salinity is given in Table 4 below: Table 5.4 Sodicity Rating

ESP % Rating

>5 Non-sodic

5 – 15 Sodic

>15 Highly Sodic

5.4 Results

Selected samples from the boreholes were tested in a NATA accredited laboratory to determine soil aggressivity, sodicity and salinity. Table 5.5 on the following page presents a summary of the results (Refer to Appendix III – Analytical Reports).



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



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Table 5.5 Aggressivity and Salinity Classification

Sample Depth (m) bgl

pH Chloride

(ppm)

Sulfate SO4

(ppm)

Aggressivity

ESP (%) Sodicity

Class

Soil Texture Group

Textural Factor

(M) (DWLC)

EC 1:5 (Lab)

(dS/m)

ECe (MXEC1:5)

(dS/m)

Salinity Class

(Richards 1954)

To Concrete

To Steel

AS 2159

BH01 0.5 6 800 70 Non-

aggressive Non-

aggressive 16.9

Highly Sodic

Medium & Heavy

Clays 7 0.239 1.673 Non Saline

BH03 2.5 5.5 16.9 80 Mild Non-

aggressive 11 Sodic

Clay Loams

8.6 0.279 2.3994 Slightly Saline

BH05 1 5.5 240 80 Mild Non-

aggressive 13.8 Sodic

Medium & Heavy


BH07 1 8.8 <10 20 Non-

aggressive Non-


Clay Loams

8.6 0.106 0.9116 Non Saline

BH09 1.5 5.8 990 40 Non-

aggressive Non-


Light Clays

8.6 0.589 5.0654 Moderately

Saline

BH11 1.5 6.8 80 140 Non-

aggressive Non-


Light Clays

8.6 0.058 0.4988 Non Saline

BH13 3 8 400 150 Non-

aggressive Non-


Light Clays


BH14 0.5 6.5 1360 230 Non-

aggressive Non-


Light Clays

8.6 1.121 9.6406 Very Saline

BH15 2 7 500 70 Non-

aggressive Non-


Clay Loams


BH19 2 7.1 600 20 Non-

aggressive Non-


Light Clays


BH26 1 4.5 2210 <10 Mild Non-

aggressive 15.5

Highly Sodic

Medium & Heavy

Clays 7 1.092 7.644

Moderately Saline

BH30 2 6.7 1290 130 Non-

aggressive Non-


Light Clays

8.6 0.735 6.321 Moderately

Saline



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



14 617 358 808

of 25

Table 5.5 Aggressivity and Salinity Classification Continued...

Sample Depth (m) bgl

pH Chloride

(ppm)

Sulfate SO4

(ppm)

Aggressivity

ESP (%) Sodicity

Class

Soil Texture Group

Textural Factor

(M) (DWLC)

EC 1:5 (Lab)

(dS/m)

ECe (MXEC1:5)

(dS/m)

Salinity Class

(Richards 1954)

To Concrete

To Steel

AS 2159

BH36 0.5 5.7 520 50 Non-

aggressive Non-

aggressive 52.1

Highly Sodic

Medium & Heavy

Clays 7 0.329 2.303

Slightly Saline

BH41 1.5 8.8 700 140 Non-

aggressive Non-


Medium & Heavy


BH43 1.5 9.2 20 <10 Non-

aggressive Non-

aggressive 6 Sodic

Clay Loams

8.6 0.111 0.9546 Non Saline

BH45 2 7.3 640 70 Non-

aggressive Non-


Clay Loams


BH50 0.5 9.6 80 40 Non-

aggressive Non-

aggressive 32.6

Highly Sodic

Light Clays

8.6 0.188 1.6168 Non Saline

BH53 1 5.7 220 90 Non-

aggressive Non-


Medium & Heavy


BH55 1.5 4.4 1890 <10 Moderate Non-


Medium & Heavy

Clays 7 1.019 7.133

Moderately Saline

BH56 1 4.6 1050 430 Mild Non-


Medium & Heavy

Clays 7 0.697 4.879

Moderately Saline

BH57 0.5 6.4 410 120 Non-

aggressive Non-

aggressive 15 Sodic

Medium & Heavy


BH59 2 8.9 100 30 Non-

aggressive Non-


Clay Loams

8.6 0.196 1.6856 Non Saline

BH61 0.5 4.8 1400 <10 Mild Non-


Medium & Heavy

Clays 7 0.714 4.998

Moderately Saline



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



14 617 358 808

of 25

5.5 Discussion The following section outlines the findings from the salinity assessment and comments further on the salinity risk, aggressivity (both to concrete and steel) and sodicity at the site.

5.5.1 Salinity

The majority of the soil samples tested were classified as non to moderately saline with one sample resulting in a very saline soil. Soils collected and tested were from within the upper 3.0 m of the ground surface at the site.

5.5.2 Aggressivity

During the assessment, all soil samples tested within the upper 3.0 m bgl were determined to be non-aggressive to steel and non-aggressive to mildly aggressive to concrete.

5.5.3 Sodicity

During the assessment, all soil samples tested were classified as sodic to highly sodic. Sodic soils have low permeability due to infilling of interstices with fine clay particles during the weathering process, resulting in restriction of the infiltration of surface water and potentially creating perched water tables, seepage in cut faces or ponding of water in flat open areas. In addition, sodic soils tend to erode when exposed. Therefore, management of sodic soils is highly recommended to prevent these adverse effects.

6 MANAGEMENT STRATEGIES

6.1 Sodic Soils

The following management strategies are recommended due to the sodic soils at the site:

Subsoil drainage is to be provided in order to prevent water ponding at the surface.

Sodic soils can also be managed by maintaining vegetation where possible and planting new salt tolerant species. The addition of organic matter, gypsum and lime can also be considered where appropriate. Following the addition of gypsum, it might take some time for the reduction of sodicity levels and subsequently providing sufficient infiltration and leaching of sodium into the subsoils. However, capping of exposed sodic material should remain the primary management method. Adding topsoil or organic matter after the bulk excavation might help in infiltration and leaching of sodium.

The water collection in low lying areas, in depressions, or behind fill should be avoided. This can lead to water logging of the soils, evaporation of salt concentration and eventual breakdown in soil structure resulting in accelerated erosion.

Drainage provision should be provided for any type of structures and pavements. There should not be excessive concentrations of runoff or ponding that would lead to water logging of the pavement and additional recharge to the groundwater through any more permeable zones in the underlying filling material.

Surface drains should generally be provided along the top of batter slopes to reduce the potential for concentrated flows of water down slopes, possibly causing scour.



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



14 617 358 808

of 25

6.2 Earthworks

The proposed development likely involves multiple buildings at the site, single and dual storey structures,

with on-site roadways and footpaths. The methodologies of the clearing and foundation preparation should

take into account the following recommendations:

• Vegetation cover should be established on all soil surfaces as much as practical;

• Soil surfaces should be graded to prevent the ponding of water;

• Subsoil drainage should be considered in areas where accumulation of groundwater may occur; and

• Implementing sediment controls where necessary such as sediment traps and silt fencing.

6.3 Roads, Footpaths, Hardstand Areas, Gardens and Landscape Areas

The proposed development will include the construction of new roads, footpaths and other hardstand areas,

gardens and landscape areas. The proposed recommendations include:

Roads, footpaths and hardstand surfaces should be well graded at all times to prevent ponding of

surface water and subsequent infiltration into the underlying soils;

Connections between the concrete surfaces and stormwater drainage infrastructure should be

designed, constructed and maintained to restrict infiltration into underlying soils;

Services that are to be located below the roads, footpaths and hardstand surfaces should be installed

at the time of construction;

Areas of established vegetation (in particular large trees) should be retained, if practicable;

Selection of plant species should consider the soil conditions; and

Recharge of groundwater and potential for water logging should be minimised through adopting

plant species with minimal watering requirements.

6.4 Surface Water, Stormwater and Drainage

Disturbance of natural drainage patters should be reduced. If disturbed or altered, appropriate

artificial drainage should be installed;

Stormwater and surface water should be managed to restrict infiltration;

Temporary water retaining structures used during construction should be managed to restrict water

infiltration into the underlying soils;

Stormwater and surface water infrastructure should be designed and constructed to minimise the

likelihood of leakage; and

Surface water runoff should be directed around all exposed surfaces, temporary stockpiles and

landscaped areas.



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



14 617 358 808

of 25

6.5 Concrete Recommendations

Where materials are classified as non-aggressive to concrete piles, piles should have a minimum

strength of 32 MPa and a minimum cover to reinforcement of 45 mm (in accordance with AS 2159);

and

Where materials are classified as mildly aggressive to concrete piles, piles should have a minimum

strength of 32 MPa and a minimum cover to reinforcement of 60 mm to limit the corrosive effects of

the surrounding materials (in accordance with AS 2159).

6.5.1 Salinities less than 4 dS/m (Non-saline to slightly saline)

The following recommendations are provided in accordance with AS 3600 – Concrete Structures.

Where materials are classified as non-aggressive to concrete, slabs and foundations should have a

minimum strength of 20 MPa and should be allowed to cure for a minimum of three (3) days;

Where materials are classified as mildly aggressive to concrete, slabs and foundations should have a

minimum strength of 25 MPa and should be allowed to cure for a minimum of three (3) days; and

Where materials are classified as moderately aggressive to concrete, slabs and foundations should

have a minimum strength of 32 MPa and should be allowed to cure for a minimum of seven (7) days.

6.5.2 Salinities of 4 - 8 dS/m (Moderately saline)


Where materials are classified as non-aggressive and mildly aggressive to concrete, slabs and

foundations should have a minimum strength of 25 MPa, a minimum cover to reinforcement of 45

mm from unprotected ground and should be allowed to cure for a minimum of three (3) days;

Where materials are classified as moderately aggressive to concrete, slabs and foundations should

have a minimum strength of 32 MPa and should be allowed to cure for a minimum of seven (7) days.

6.5.3 Salinities of 8 - 16 dS/m (Very saline)


Where materials are classified as non-aggressive, mildly aggressive and moderately aggressive to

concrete, slabs and foundations should have a minimum strength of 32 MPa, a minimum cover to

reinforcement of 50mm from unprotected ground and should be allowed to cure for a minimum of

seven (7) days.



ABN:






Thornbury, VIC 3071

NSW: (02) 8541 7214

VIC: 1300 796 922



14 617 358 808

of 25

7 LIMITATIONS This report has been prepared for use by the Client who has commissioned the works in accordance with the project brief only, and has been based on information provided by the Client. The advice herein relates only to this project and all results, conclusions and recommendations made should be reviewed by a competent and experienced person with experience in environmental and geotechnical investigations, before being used for any other purpose. ADE Consulting Group Pty Ltd (ADE) accepts no liability for use or interpretation by any person or body other than the Client who commissioned the works. This report should not be reproduced or amended in any away without prior approval by the client or ADE and should not be relied upon by any other party, who should make their own independent enquiries. This report does not provide a complete assessment of the geotechnical status of the site and it is limited to the scope defined herein. Should information become available regarding conditions at the site (e.g., Conditions exposed at the site during earthworks varying significantly with the results within this report), ADE reserves the right to review the report in the context of the additional information. ADE’s professional opinions are based upon its professional judgement, experience, training and results from analytical data. In some cases further testing and analysis may be required, thus producing different results and/or opinions. ADE has limited investigation to the scope agreed upon with its Client. This report has been written with the intent of providing information of the site subsurface to the Client for design and construction purposes. Subsurface conditions relevant to the works undertaken by the Client should be assessed by a competent contractor who can make their own interpretation of the data represented within this report. Subsurface conditions will always vary within a worksite and the extremes of these variations cannot be defined by exhaustive investigations, and as such, the measurements and values obtained within this result may not be representative of these extremes.



ABN:

ADE Consulting Group Pty Ltd. Unit 6/7 Millennium Court Silverwater, NSW 2128

ADE Consulting Group Pty Ltd Unit 1 / 291 Rathmines Street Thornbury, VIC 3071

NSW: (02) 8541 7214 VIC: 1300 796 922

site: www.ADenvirotech.com.au e-mail: [email protected]

14 617 358 808

of 25

APPENDIX I SITE PLAN

http://www.adenvirotech.com.au/

mailto:[email protected]

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Marked set by ADE-69



ABN:



NSW: (02) 8541 7214 VIC: 1300 796 922


14 617 358 808

Page 24 of 25

APPENDIX II BOREHOLE LOGS



SS01-BH01PI01-BH01

BH05-0.5m x 5

Stiff / Very Stiff

Hard

CL

CH

CL

Silty CLAY (TOPSOIL): low plasticity, dark brown, with organic matter, moist.

Silty CLAY (RESIDUAL): high plasticity, reddish brown, moist.

Silty CLAY (RESIDUAL): medium plasticity, brown mottled grey, with shalefragments, slightly moist.

SHALE (BEDROCK): light grey, extremely weathered, very low strength.

Borehole BH 01 terminated at 3m

Met

hod

SamplesTests

Remarks

Wat

er

Additional Observations

Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion

BOREHOLE NUMBER BH 01PAGE 1 OF 1

COMPLETED 4/7/17DATE STARTED 4/7/17

DRILLING CONTRACTOR

LOGGED BY LS CHECKED BY BD

NOTES

HOLE LOCATION 33°40'9.91"S, 150°52'53.42"EEQUIPMENT Comacchio GEO 205

HOLE SIZE 125 mm

R.L. SURFACE DATUM

SLOPE 90° BEARING ---

CLIENT Ampersand Development Consulting

PROJECT NUMBER STC-745-12439

PROJECT NAME Geotechnical Investigation

PROJECT LOCATION 280 Garfield Road East and 259 Riverstone Road, Riverstone NSW

BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214

Site:www.ADenvirotech.com.auE-mail: [email protected]

New South Wales Office:ADE Consulting Group6/7 Millennium Court


RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo

l Material Description

AD

T Firm

Stiff / Very Stiff

Hard

CL

CH

CL






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH03-2.5m x 5

Firm

Stiff / Very Stiff

Hard

CL

CH

CL





Borehole BH 03 terminated at 3.2m

Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

SS03-BH04PI03-BH4

Very Soft / Soft

Hard

CL

CH

CH

CH



Silty CLAY (RESIDUAL): high plasticity, light brown, moist.

Silty CLAY (RESIDUAL): high plasticity, brown mottled grey, with shalefragments, moist.


Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T SHALE (BEDROCK): light grey, extremely weathered, very low strength.(continued)


Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH05-1.0m x 5

Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH

CH







Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T Firm

Stiff / Very Stiff

Hard

CL

CH

CL

CL



Silty CLAY (RESIDUAL): medium plasticity, light brown, moist.

Silty CLAY (RESIDUAL): medium plasticity, light brown, with shalefragments, moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH07-1.0 x 5

Firm

Stiff / Very Stiff

Hard

CL

CH

CL

Silty CLAY (TOPSOIL): low plasticity, dark brown, with organicmatter, moist.


Silty CLAY (RESIDUAL): medium plasticity, brown mottled grey,with shale fragments, slightly moist.

SHALE (BEDROCK): light grey, extremely weathered, very lowstrength.

Borehole BH 07 / GW1 terminated at 4.9m

Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion

BOREHOLE NUMBER BH 07 / GW1PAGE 1 OF 1


DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




WellDetails

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

CBR01-BH08

Stiff / Very Stiff

Hard

CL

CH

CL



Silty CLAY (RESIDUAL): medium plasticity, brown, with shale fragments,moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

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eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH09-1.5m x 5

Soft / Firm

Hard

CL

CH

CH

CH



Silty CLAY (RESIDUAL): high plasticity, brown, moist.

Silty CLAY (RESIDUAL): high plasticity, brown mottled grey, withshale fragments, moist.

Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




WellDetails

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T CH Silty CLAY (RESIDUAL): high plasticity, brown mottled grey, withshale fragments, moist. (continued)



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




WellDetails

RL(m)

Depth(m)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T Firm

Stiff / Very Stiff

Hard

CL

CH

CL

CL



Silty CLAY (RESIDUAL): medium plasticity, brown, moist.




Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH11-1.5m x 5

Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH

CH



Silty CLAY (RESIDUAL): high plasticity, brown mottled grey, moist.




Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

SS02-BH12PI02-BH12

Soft / Firm

Stiff / Very Stiff

Hard

CL

CL

CH

CH

Silty CLAY (TOPSOIL): low plasticity, dark brown, with organic matter andsand, moist.

Sandy CLAY (FILL): low plasticity, dark brown, moist.


Silty CLAY (RESIDUAL): medium / high plasticity, light brown, with shalefragments, moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH13-3.0m x 5

SP

CL

CH

CH

Gravelly SAND (FILL): fine to coarse, brown / grey, moist.

Silty CLAY (FILL): medium plasticity, brown, trace of gravel, moist.


Silty CLAY (RESIDUAL): medium / high plasticity, brown, with shalefragments, moist.

Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T CH Silty CLAY (RESIDUAL): medium / high plasticity, brown, with shalefragments, moist. (continued)



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH14-0.5 x 5

Stiff / Very Stiff

Hard

CL

CH

CH



Silty CLAY (RESIDUAL): high plasticity, brown / light brown, moist.

Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T CH

CH

Silty CLAY (RESIDUAL): high plasticity, brown / light brown, moist.(continued)

Silty CLAY (RESIDUAL): high plasticity, brown, with shale fragments, moist.


Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH15-2.0m x 5

SP

CL

CH

CL

Gravelly SAND (FILL): fine to coarse, dark grey, moist.

Silty CLAY (FILL): medium plasticity, brown, moist.

Silty CLAY (RESIDUAL): high plasticity, redish brown, moist.

Silty CLAY (RESIDUAL): medium plasticity, brown / grey, with shalefragments, slightly moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T Soft / Firm

Stiff / Very Stiff

CL

CL

Silty CLAY (TOPSOIL): low plasticity, dark brown, with organic matter andgravel, moist.

Silty CLAY (FILL): low plasticity, dark brown, trace of gravel, moist / dry.

Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T CL

CH

CL

Silty CLAY (FILL): low plasticity, dark brown, trace of gravel, moist / dry.(continued)

Silty CLAY (RESIDUAL): high plasticity, redish brown, wet.

Silty CLAY (RESIDUAL): medium plasticity, brown, with shale fragments,wet.


Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T SP

CL

CL

CL


Sandy CLAY (FILL): low plasticity, dark brown, trace of gravel, moist.

Silty CLAY (FILL): medium plasticity, dark brown, trace of gravel, moist.

Silty CLAY (RESIDUAL): medium plasticity, brown mottled grey, with shalefragments, moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T SP

CL

CH

CL

CL


Silty CLAY (FILL): medium plasticity, dark grey, trace of gravel, moist.


Silty CLAY (RESIDUAL): medium plasticity, reddish brown, moist.

Silty CLAY (RESIDUAL): medium plasticity, reddish brown, with shalefragments, moist.

Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T SHALE (BEDROCK): light grey, extremely weathered, very low strength.


Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH19-2.0m x 5

Stiff / Very Stiff

Soft / Firm

Hard

CL

CL

CL


Silty CLAY (RESIDUAL): medium plasticity, brown / dark brown, moist.

Silty CLAY (RESIDUAL): medium plasticity, brown / dark brown, with shalefragments, moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

SS04-BH20

Firm

Stiff / Very Stiff

Soft

Stiff / Very Stiff

Hard

CL

CH

CH

CH




Silty CLAY (RESIDUAL): high plasticity, grey / light brown, with shalefragments, moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH21-0.5 x 5

Firm

Stiff / Very Stiff

Hard

CL

CH

CH

CH



Silty CLAY (RESIDUAL): medium / high plasticity, brown, slightly moist.

Silty CLAY (RESIDUAL): high plasticity, grey / brown, with shale fragments,moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH22-1.5 x 5

Firm

Stiff / Very Stiff

Hard

CL

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

CBR04-BH23

Stiff / Very Stiff

Hard

CL

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T Stiff / Very Stiff

Hard

CL

CH

CH

CH



Silty CLAY (RESIDUAL): medium plasticity, brown, slightly moist.

Silty CLAY (RESIDUAL): medium plasticity, brown, with shale fragments,slightly moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T Firm

Stiff / Very Stiff

Hard

CL

CH

CH

CH



Silty CLAY (RESIDUAL): medium / high plasticity, brown, moist.

Silty CLAY (RESIDUAL): medium / high plasticity, light brown, with shalefragments, slightly moist.

Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T CH Silty CLAY (RESIDUAL): medium / high plasticity, light brown, with shalefragments, slightly moist. (continued)



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH26-1.0 x 5

Stiff / Very Stiff

Hard

CL

CH

CH

CH

CH



Silty CLAY (RESIDUAL): medium / high plasticity, brown, moist.

Silty CLAY (RESIDUAL): medium / high plasticity, grey, moist.

Silty CLAY (RESIDUAL): medium / high plasticity, brown mottled grey, withshale fragments, slightly moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


HA Stiff / Very Stiff

Hard

CL

CH

CH



Silty CLAY (RESIDUAL): high / medium plasticity, brown, with shalefragments, moist.


Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES

HOLE LOCATION 33°40'19.79"S, 150°53'0.56"EEQUIPMENT Hand Auger

HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

CBR5-BH28

Stiff / Very Stiff

Hard

CL

CH

CH



Silty CLAY (RESIDUAL): medium plasticity, brown, with shalefragments, slightly moist.

SHALE (BEDROCK): grey to dark grey, distinctly weathered, lowto medium strength.


Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




WellDetails

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

SS09-BH29PI07-BH29

Stiff / Very Stiff

Hard

CL

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH30-2.0m x 5

Stiff / Very Stiff

Hard

CL

CH

CH

CH







Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

SS08-BH31PI06-BH31

Stiff / Very Stiff

Hard

CL

CH

CH

CH




Silty CLAY (RESIDUAL): medium to high plasticity, light brown,moist.

Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




WellDetails

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T CH Silty CLAY (RESIDUAL): medium to high plasticity, light brown,with shale fragments, moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




WellDetails

RL(m)

Depth(m)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


HA Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH





Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

SS11-BH33PI08-BH33

Firm

Stiff / Very Stiff

Hard

CL

CH

CH



Silty CLAY (RESIDUAL): medium / high plasticity, brown mottled grey, withshale fragments, moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD


Hard

CL

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD


Hard

CL

CH

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH36-0.5m x 5

Firm

Stiff / Very Stiff

Hard

CL

CH

CH

CH



Silty CLAY (RESIDUAL): medium plasticity, brown / grey, moist.




Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


HA

BH37-1.0m x 5

Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH





Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH38-0.5m x 5

Firm

Stiff / Very Stiff

Hard

CL

CH

CH



Silty CLAY (RESIDUAL): high plasticity, brown / grey, with shale fragments,moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH39-1.0m x 5

CL

CH

CH




Auger Refusal @ 1.2mBorehole BH 39 terminated at 1.2m

Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD


Hard

CL

CH

CH

CH







Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

CBR06-BH41,PI09-BH41

BH41-1.5m x 5

Soft / Firm

Hard

Stiff / Very Stiff

CL

CH

CH

CH







Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

SS06-BH42

Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH43-1.5m x 5

Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

SS010-BH44PI08-BH44

Stiff / Very Stiff

Hard

CL

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH45-2.0m x 5

Stiff / Very Stiff

Hard

CL

CH

CH

CH







Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD


Hard

CL

CH

CH

CH



Silty CLAY (RESIDUAL): high plasticity, brown / grey, moist.

Silty CLAY (RESIDUAL): medium plasticity, brown / grey, with shalefragments, moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD


Hard

CL

CH

CH

CH

CH




Silty CLAY (RESIDUAL): high plasticity, grey, moist.




Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

CBR02-BH48

Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD


Hard

CL

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH50-0.5m x 5

Stiff / Very Stiff

Hard

CL

CH


Silty CLAY (RESIDUAL): high plasticity, reddish brown, with shalefragments, moist.

SHALE (BEDROCK): brown mottled grey, extremely weathered, very lowstrength.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

SS07-BH51,PI05-BH51

Stiff / Very Stiff

Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH

CH







Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD


Hard

CL

CH

CH

CH

CH



Silty CLAY (RESIDUAL): medium plasticity, brown, wet.

Silty CLAY (RESIDUAL): medium plasticity, brown, with shalefragments, wet.

Silty CLAY (RESIDUAL): medium plasticity, grey brown, with shalefragments, wet.


Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




WellDetails

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH53-1.0m x 5

Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH

CH



Silty CLAY (RESIDUAL): medium plasticity, brown, with shalefragments, moist.

SHALE (BEDROCK): brown mottled grey, extremely weathered,very low strength.


Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




WellDetails

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T SHALE (BEDROCK): light grey, extremely weathered, very lowstrength. (continued)


Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




WellDetails

RL(m)

Depth(m)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH55-1.5m x 5

Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH

CH

CH





Silty CLAY (RESIDUAL): high plasticity, grey, with shale fragments, moist.


Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH56-1.0m x 5

Firm

Stiff / Very Stiff

Hard

CL

CH

CH



Silty CLAY (RESIDUAL): medium plasticity, light brown, with shalefragments, slightly moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH57-0.5m x 5

CL

CH

CH

CH




Silty CLAY (RESIDUAL): medium plasticity, brown with shale fragments,moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

SS05-BH58

Soft / Firm

Stiff / Very Stiff

Hard

CL

CH

CH

CH





SHALE (BEDROCK): light brown mottled grey, extremely weathered, verylow strength.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

CBR04-BH59

BH59-2.0m x 5

Firm

Stiff / Very Stiff

Hard

CL

CH

CH

CH







Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD


Hard

CL

CH

CH






Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo


AD

T

BH61-0.5m x 5

Stiff / Very Stiff

Hard

CL

CH

CH

CH



Silty CLAY (RESIDUAL): medium plasticity, brown mottled grey, moist.

Silty CLAY (RESIDUAL): medium plasticity, brown mottled grey, with shalefragments, moist.



Met

hod

SamplesTests

Remarks

Wat

er


Con

sist

ency

Den

sity

Moi

stur

eC

ondi

tion



DRILLING CONTRACTOR


NOTES


HOLE SIZE 125 mm

R.L. SURFACE DATUM






BO

RE

HO

LE /

TE

ST

PIT

12

439.

GP

J 1

1931

.GP

J 1

9/7/

17Telephone: (02) 8541 7214




RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Gra

phic

Log

Cla

ssifi

catio

nS

ymbo




ABN:



NSW: (02) 8541 7214 VIC: 1300 796 922


14 617 358 808

Page 25 of 25

APPENDIX III ANALYTICAL REPORTS



Dynamic Cone Penetrometer STC-754-12439

Environmental and OH&S Laboratory

Unit 4/10-11 Millennium Court,Silverwater 2128Ph: (02) 9648-6669

Ampersand Bearing Capacity AssessmentRiverstone

1

DCP1Silty CLAY, moist

Depth bgl (m)

Test level (m)

Groundwater

level bgl (m) # of Blows

Total number of Blows

Penetration Rate

Penetration Resistance

Np /300 mm0.1 0.1 - 1 1 100.00 -0.2 0.2 - 5 6 20.00 -0.3 0.3 - 3 9 33.33 90.4 0.4 - 2 11 50.00 -0.5 0.5 - 3 14 33.33 -0.6 0.6 - 3 17 33.33 80.7 0.7 - 5 22 20.00 -0.8 0.8 - 8 30 12.50 -0.9 0.9 - 7 37 14.29 201 1 - -

- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0

DCP Test: Termination Refusal at 1 m bgl

* bgl - below ground levelResults Approved By:

Bikesh DeojuGeotechnical EngineerB. Sc. ( Civil Engineering)

Accreditation No.14664.Accredited for compliance with ISO/IEC 17025.

Tests not covered by NATA are denoted with *.

The results of the tests, calibrations and/or measurements included in this document are traceableto Australian/national standards.

DCP No.:Test Procedure: AS1289.6.3.2 - 1997- Dyanmic Cone Penetration Test AS1289.6.3.3 - 1997 - Perth Sand Penetrometer TestTest Location:Soil Description with Moisture:

Project: Date: 4/07/2017Location: Tested By: LS

Construction Materials Testing A division of A. D. Envirotech Australia Pty Ltd A.C.N. 093 452 950

PENETRATION RESISTANCE REPORTClient: Job No.: STC-754-12439

0

0.2

0.4

0.6

0.8

1

1.2

0 5 10

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





2

DCP2Silty CLAY,moist

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 1 1 100.00 -0.2 0.2 - 2 3 50.00 -0.3 0.3 - 3 6 33.33 60.4 0.4 - 2 8 50.00 -0.5 0.5 - 3 11 33.33 -0.6 0.6 - 4 15 25.00 90.7 0.7 - 5 20 20.00 -0.8 0.8 - 9 29 11.11 -0.9 0.9 - 12 41 8.33 261 1 - -

- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





3


Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 2 7 50.00 70.4 0.4 - 2 9 50.00 -0.5 0.5 - 4 13 25.00 -0.6 0.6 - 3 16 33.33 90.7 0.7 - 4 20 25.00 -0.8 0.8 - 3 23 33.33 -0.9 0.9 - 5 28 20.00 121 1 - 4 32 25.00 -

1.1 1.1 - 4 36 25.00 -1.2 1.2 - 6 42 16.67 141.3 1.3 - 10 52 10.00 -

- -- 10- -

-0--0--0--0--0--0--0--0

DCP Test: Termination Refusal at 1.3 m bgl










0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





4

DCP4Silty CLAy(moist)

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 1 1 100.00 -0.2 0.2 - 1 2 100.00 -0.3 0.3 - 1 3 100.00 30.4 0.4 - 1 4 100.00 -0.5 0.5 - 0 4 0.00 -0.6 0.6 - 0 4 0.00 10.7 0.7 - 0 4 0.00 -0.8 0.8 - 2 6 50.00 -0.9 0.9 - 6 12 16.67 81 1 - 10 22 10.00 -

1.1 1.1 - 7 29 14.29 -1.2 1.2 - 9 38 11.11 261.3 1.3 - 12 50 8.33 -1.4 1.4 - 18 68 5.56 -

- 30- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0 5 10 15 20

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





5

DCP5

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 1 1 100.00 -0.2 0.2 - 2 3 50.00 -0.3 0.3 - 2 5 50.00 50.4 0.4 - 2 7 50.00 -0.5 0.5 - 3 10 33.33 -0.6 0.6 - 5 15 20.00 100.7 0.7 - 6 21 16.67 -0.8 0.8 - 6 27 16.67 -0.9 0.9 - 15 42 6.67 27

- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

0 5 10 15 20

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





6

DCP6

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 1 1 100.00 -0.2 0.2 - 1 2 100.00 -0.3 0.3 - 2 4 50.00 40.4 0.4 - 3 7 33.33 -0.5 0.5 - 2 9 50.00 -0.6 0.6 - 9 18 11.11 140.7 0.7 - 5 23 20.00 -0.8 0.8 - 6 29 16.67 -0.9 0.9 - 5 34 20.00 161 1 - 6 40 16.67 -

1.1 1.1 - 11 51 9.09 -- 17- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





7


Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 1 1 100.00 -0.2 0.2 - 3 4 33.33 -0.3 0.3 - 3 7 33.33 70.4 0.4 - 3 10 33.33 -0.5 0.5 - 4 14 25.00 -0.6 0.6 - 6 20 16.67 130.7 0.7 - 6 26 16.67 -0.8 0.8 - 8 34 12.50 -0.9 0.9 - 13 47 7.69 27

- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





8

DCP8

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 3 3 33.33 -0.2 0.2 - 4 7 25.00 -0.3 0.3 - 3 10 33.33 100.4 0.4 - 3 13 33.33 -0.5 0.5 - 4 17 25.00 -0.6 0.6 - 4 21 25.00 110.7 0.7 - 4 25 25.00 -0.8 0.8 - 3 28 33.33 -0.9 0.9 - 3 31 33.33 101 1 - 5 36 20.00 -

1.1 1.1 - 4 40 25.00 -1.2 1.2 - 7 47 14.29 16

- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





9

SCP9

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 3 3 33.33 -0.2 0.2 - 3 6 33.33 -0.3 0.3 - 1 7 100.00 70.4 0.4 - 1 8 100.00 -0.5 0.5 - 1 9 100.00 -0.6 0.6 - 2 11 50.00 40.7 0.7 - 2 13 50.00 -0.8 0.8 - 2 15 50.00 -0.9 0.9 - 2 17 50.00 61 1 - 5 22 20.00 -

1.1 1.1 - 5 27 20.00 -1.2 1.2 - 8 35 12.50 181.3 1.3 - 11 46 9.09 -

- -- 11- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





10

DCP10Silty CLAY

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 2 4 50.00 -0.3 0.3 - 2 6 50.00 60.4 0.4 - 4 10 25.00 -0.5 0.5 - 6 16 16.67 -0.6 0.6 - 6 22 16.67 160.7 0.7 - 8 30 12.50 -0.8 0.8 - 8 38 12.50 -0.9 0.9 - 9 47 11.11 251 1 - 12 59 8.33 -

- -- 12- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





11

DCP11Silty CLAY, moist

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 1 1 100.00 -0.2 0.2 - 2 3 50.00 -0.3 0.3 - 3 6 33.33 60.4 0.4 - 3 9 33.33 -0.5 0.5 - 6 15 16.67 -0.6 0.6 - 6 21 16.67 150.7 0.7 - 5 26 20.00 -0.8 0.8 - 6 32 16.67 -0.9 0.9 - 6 38 16.67 171 1 - 8 46 12.50 -

1.1 1.1 - 12 58 8.33 -1.2 1.2 - 10 68 10.00 301.3 1.3 - 12 80 8.33 -

- -- 12- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





12

DCP12Silty Clay, moist

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 1 1 100.00 -0.2 0.2 - 3 4 33.33 -0.3 0.3 - 7 11 14.29 110.4 0.4 - 5 16 20.00 -0.5 0.5 - 3 19 33.33 -0.6 0.6 - 3 22 33.33 110.7 0.7 - 3 25 33.33 -0.8 0.8 - 3 28 33.33 -0.9 0.9 - 3 31 33.33 91 1 - 6 37 16.67 -

1.1 1.1 - 10 47 10.00 -1.2 1.2 - 10 57 10.00 261.3 1.3 - 10 67 10.00 -1.4 1.4 - 11 78 9.09 -1.5 1.5 - 12 90 8.33 33

- --0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





13

DCP13GRAVEL(Fill)

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - -

- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0 5

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0

DCP Test: Termination Refusal at m bgl







Project: Date: aLocation: Tested By: LS



0

0.2

0.4

0.6

0.8

1

1.2

0 5

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





14

DCP14

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 2 7 50.00 70.4 0.4 - 2 9 50.00 -0.5 0.5 - 2 11 50.00 -0.6 0.6 - 2 13 50.00 60.7 0.7 - 3 16 33.33 -0.8 0.8 - 3 19 33.33 -0.9 0.9 - 6 25 16.67 121 1 - 8 33 12.50 -

1.1 1.1 - 8 41 12.50 -1.2 1.2 - 14 55 7.14 30

- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





16

DCP16FILL

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 1 1 100.00 -0.2 0.2 - 2 3 50.00 -0.3 0.3 - 2 5 50.00 50.4 0.4 - 5 10 20.00 -0.5 0.5 - 5 15 20.00 -0.6 0.6 - 4 19 25.00 140.7 0.7 - 6 25 16.67 -0.8 0.8 - 4 29 25.00 -0.9 0.9 - 6 35 16.67 161 1 - 6 41 16.67 -

1.1 1.1 - 5 46 20.00 -1.2 1.2 - 6 52 16.67 171.3 1.3 - 5 57 20.00 -1.4 1.4 - 5 62 20.00 -1.5 1.5 - 6 68 16.67 161.6 1.6 - 6 74 16.67 -1.7 1.7 5 79 20.00 -1.8 1.8 7 86 14.29 181.9 1.9 7 93 14.29 -2 2 6 99 16.67 -

2.1 2.1 7 106 14.29 202.2 2.2 7 113 14.29 -2.3 2.3 7 120 14.29 -2.4 2.4 8 128 12.50 222.5 2.5 7 135 14.29 -

-7--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

2.2

2.4

2.6

2.8

0 5 10

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





17

DCP17GRAVEL(Fill)

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - -

- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0 5

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





18

DCP18GRAVEL(Fill)

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - -

- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0 5

Dept

h be

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)

# of Blows from DCP

DCP Steps





19

DCP19Silty CLAY

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 6 6 16.67 -0.2 0.2 - 10 16 10.00 -0.3 0.3 - 6 22 16.67 220.4 0.4 - 7 29 14.29 -0.5 0.5 - 13 42 7.69 -0.6 0.6 - 6 48 16.67 260.7 0.7 - 8 56 12.50 -0.8 0.8 - 6 62 16.67 -0.9 0.9 - 6 68 16.67 201 1 - 5 73 20.00 -

1.1 1.1 - 5 78 20.00 -1.2 1.2 - 4 82 25.00 141.3 1.3 - 3 85 33.33 -1.4 1.4 - 5 90 20.00 -1.5 1.5 - 5 95 20.00 131.6 1.6 - 6 101 16.67 -1.7 1.7 7 108 14.29 -1.8 1.8 8 116 12.50 211.9 1.9 8 124 12.50 -2 2 8 132 12.50 -

2.1 2.1 9 141 11.11 252.2 2.2 9 150 11.11 -2.3 2.3 10 160 10.00 -2.4 2.4 12 172 8.33 31

--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

2.2

2.4

2.6

0 5 10 15

Dept

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gro

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l (m

)

# of Blows from DCP

DCP Steps





Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0






STC-754-124396/07/2017LS

AS1289.6.3.3 - 1997 - Perth Sand Penetrometer Test


PENETRATION RESISTANCE REPORTJob No.:Date:

Client:Project:Location:

AS1289.6.3.2 - 1997- Dyanmic Cone Penetration Test

DCP No.:Test Procedure:


Soil Description with Moisture: Test Location:

Tested By:

0

0.2

0.4

0.6

0.8

1

1.2

0 5

Dept

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)

# of Blows from DCP

DCP Steps





21

DCP21

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 4 9 25.00 90.4 0.4 - 3 12 33.33 -0.5 0.5 - 4 16 25.00 -0.6 0.6 - 3 19 33.33 100.7 0.7 - 6 25 16.67 -0.8 0.8 - 7 32 14.29 -0.9 0.9 - 5 37 20.00 181 1 - 4 41 25.00 -

1.1 1.1 - 6 47 16.67 -1.2 1.2 - 12 59 8.33 221.3 1.3 - 14 73 7.14 -

- -- 14- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15

Dept

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l (m

)

# of Blows from DCP

DCP Steps





22

DCP22

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 4 9 25.00 90.4 0.4 - 4 13 25.00 -0.5 0.5 - 4 17 25.00 -0.6 0.6 - 6 23 16.67 140.7 0.7 - 6 29 16.67 -0.8 0.8 - 7 36 14.29 -0.9 0.9 - 12 48 8.33 251 1 - 12 60 8.33 -

- -- 12- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

0 5 10 15

Dept

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l (m

)

# of Blows from DCP

DCP Steps





23

DCP23

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 5 10 20.00 100.4 0.4 - 5 15 20.00 -0.5 0.5 - 5 20 20.00 -0.6 0.6 - 5 25 20.00 150.7 0.7 - 8 33 12.50 -0.8 0.8 - 7 40 14.29 -0.9 0.9 - 8 48 12.50 231 1 - 8 56 12.50 -

1.1 1.1 - 12 68 8.33 -1.2 1.2 - 12 80 8.33 32

- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15

Dept

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l (m

)

# of Blows from DCP

DCP Steps





24

DCP24

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 2 4 50.00 -0.3 0.3 - 3 7 33.33 70.4 0.4 - 5 12 20.00 -0.5 0.5 - 5 17 20.00 -0.6 0.6 - 5 22 20.00 150.7 0.7 - 8 30 12.50 -0.8 0.8 - 7 37 14.29 -0.9 0.9 - 8 45 12.50 231 1 - 8 53 12.50 -

1.1 1.1 - 7 60 14.29 -1.2 1.2 - 7 67 14.29 221.3 1.3 - 13 80 7.69 -

- -- 13- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15

Dept

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l (m

)

# of Blows from DCP

DCP Steps





25

DCP25

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 2 4 50.00 -0.3 0.3 - 3 7 33.33 70.4 0.4 - 3 10 33.33 -0.5 0.5 - 4 14 25.00 -0.6 0.6 - 4 18 25.00 110.7 0.7 - 4 22 25.00 -0.8 0.8 - 5 27 20.00 -0.9 0.9 - 5 32 20.00 141 1 - 8 40 12.50 -

1.1 1.1 - 8 48 12.50 -1.2 1.2 - 9 57 11.11 251.3 1.3 - 13 70 7.69 -1.4 1.4 - 13 83 7.69 -1.5 1.5 - 16 99 6.25 421.6 1.6 - 16 115 6.25 -

-16--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

0 5 10 15 20

Dept

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l (m

)

# of Blows from DCP

DCP Steps





26

DCP26

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 2 7 50.00 70.4 0.4 - 4 11 25.00 -0.5 0.5 - 4 15 25.00 -0.6 0.6 - 5 20 20.00 130.7 0.7 - 4 24 25.00 -0.8 0.8 - 3 27 33.33 -0.9 0.9 - 4 31 25.00 111 1 - 4 35 25.00 -

1.1 1.1 - 4 39 25.00 -1.2 1.2 - 4 43 25.00 121.3 1.3 - 6 49 16.67 -1.4 1.4 - 6 55 16.67 -1.5 1.5 - 12 67 8.33 24

- --0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0 5 10 15

Dept

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gro

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l (m

)

# of Blows from DCP

DCP Steps





Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0








Project: Date: /07/2017Location: Tested By: LS



0

0.2

0.4

0.6

0.8

1

1.2

0 5

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)

# of Blows from DCP

DCP Steps





28

DCP28

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 3 3 33.33 -0.2 0.2 - 3 6 33.33 -0.3 0.3 - 3 9 33.33 90.4 0.4 - 4 13 25.00 -0.5 0.5 - 4 17 25.00 -0.6 0.6 - 3 20 33.33 110.7 0.7 - 5 25 20.00 -0.8 0.8 - 8 33 12.50 -0.9 0.9 - 9 42 11.11 22

- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

0 5 10

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





29

DCP29

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 3 3 33.33 -0.2 0.2 - 3 6 33.33 -0.3 0.3 - 4 10 25.00 100.4 0.4 - 3 13 33.33 -0.5 0.5 - 4 17 25.00 -0.6 0.6 - 6 23 16.67 130.7 0.7 - 7 30 14.29 -0.8 0.8 - 7 37 14.29 -0.9 0.9 - 10 47 10.00 241 1 - 15 62 6.67 -

- -- 15- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

0 5 10 15 20

Dept

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)

# of Blows from DCP

DCP Steps





30

DCP30

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 4 9 25.00 90.4 0.4 - 5 14 20.00 -0.5 0.5 - 6 20 16.67 -0.6 0.6 - 5 25 20.00 160.7 0.7 - 7 32 14.29 -0.8 0.8 - 6 38 16.67 -0.9 0.9 - 7 45 14.29 201 1 - 6 51 16.67 -

1.1 1.1 - 5 56 20.00 -1.2 1.2 - 6 62 16.67 171.3 1.3 - 12 74 8.33 -

- -- 12- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15

Dept

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l (m

)

# of Blows from DCP

DCP Steps





31

DCP31

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 2 4 50.00 -0.3 0.3 - 3 7 33.33 70.4 0.4 - 3 10 33.33 -0.5 0.5 - 5 15 20.00 -0.6 0.6 - 6 21 16.67 140.7 0.7 - 4 25 25.00 -0.8 0.8 - 5 30 20.00 -0.9 0.9 - 9 39 11.11 181 1 - 13 52 7.69 -

1.1 1.1 - 13 65 7.69 -1.2 1.2 - 12 77 8.33 381.3 1.3 - 15 92 6.67 -

- -- 15- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15 20

Dept

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l (m

)

# of Blows from DCP

DCP Steps





Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

0 5

Dept

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)

# of Blows from DCP

DCP Steps





33

DCP33

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 2 4 50.00 -0.3 0.3 - 4 8 25.00 80.4 0.4 - 3 11 33.33 -0.5 0.5 - 4 15 25.00 -0.6 0.6 - 4 19 25.00 110.7 0.7 - 6 25 16.67 -0.8 0.8 - 8 33 12.50 -0.9 0.9 - 8 41 12.50 221 1 - 8 49 12.50 -

1.1 1.1 - 10 59 10.00 -1.2 1.2 - 16 75 6.25 34

- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15 20

Dept

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leve

l (m

)

# of Blows from DCP

DCP Steps





34

DCP34

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 3 8 33.33 80.4 0.4 - 4 12 25.00 -0.5 0.5 - 4 16 25.00 -0.6 0.6 - 5 21 20.00 130.7 0.7 - 8 29 12.50 -0.8 0.8 - 8 37 12.50 -0.9 0.9 - 8 45 12.50 241 1 - 12 57 8.33 -

- -- 12- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

0 5 10 15

Dept

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)

# of Blows from DCP

DCP Steps





35

DCP35

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 4 4 25.00 -0.2 0.2 - 4 8 25.00 -0.3 0.3 - 4 12 25.00 120.4 0.4 - 4 16 25.00 -0.5 0.5 - 5 21 20.00 -0.6 0.6 - 4 25 25.00 130.7 0.7 - 5 30 20.00 -0.8 0.8 - 5 35 20.00 -0.9 0.9 - 6 41 16.67 161 1 - 8 49 12.50 -

1.1 1.1 - 8 57 12.50 -1.2 1.2 - 9 66 11.11 251.3 1.3 - 13 79 7.69 -1.4 1.4 - 15 94 6.67 -

- 28- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0 5 10 15 20

Dept

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)

# of Blows from DCP

DCP Steps





36

DCP36

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 4 6 25.00 -0.3 0.3 - 4 10 25.00 100.4 0.4 - 4 14 25.00 -0.5 0.5 - 5 19 20.00 -0.6 0.6 - 3 22 33.33 120.7 0.7 - 5 27 20.00 -0.8 0.8 - 4 31 25.00 -0.9 0.9 - 5 36 20.00 141 1 - 10 46 10.00 -

- -- 10- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

0 5 10 15

Dept

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)

# of Blows from DCP

DCP Steps





Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

0 5

Dept

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)

# of Blows from DCP

DCP Steps





38

DCP38

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 3 8 33.33 80.4 0.4 - 4 12 25.00 -0.5 0.5 - 6 18 16.67 -0.6 0.6 - 5 23 20.00 150.7 0.7 - 8 31 12.50 -0.8 0.8 - 12 43 8.33 -0.9 0.9 - 15 58 6.67 35

- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

0 5 10 15 20

Dept

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l (m

)

# of Blows from DCP

DCP Steps





39

DCP39

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 3 3 33.33 -0.2 0.2 - 4 7 25.00 -0.3 0.3 - 4 11 25.00 110.4 0.4 - 4 15 25.00 -0.5 0.5 - 4 19 25.00 -0.6 0.6 - 2 21 50.00 100.7 0.7 - 8 29 12.50 -0.8 0.8 - 9 38 11.11 -0.9 0.9 - 12 50 8.33 29

- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

0 5 10 15

Dept

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)

# of Blows from DCP

DCP Steps





40

DCP40

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 4 4 25.00 -0.2 0.2 - 3 7 33.33 -0.3 0.3 - 4 11 25.00 110.4 0.4 - 3 14 33.33 -0.5 0.5 - 4 18 25.00 -0.6 0.6 - 3 21 33.33 100.7 0.7 - 4 25 25.00 -0.8 0.8 - 5 30 20.00 -0.9 0.9 - 6 36 16.67 151 1 - 10 46 10.00 -

1.1 1.1 - 10 56 10.00 -1.2 1.2 - 12 68 8.33 32

- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15

Dept

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l (m

)

# of Blows from DCP

DCP Steps





41

DCP41

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 2 4 50.00 -0.3 0.3 - 1 5 100.00 50.4 0.4 - 1 6 100.00 -0.5 0.5 - 3 9 33.33 -0.6 0.6 - 4 13 25.00 80.7 0.7 - 4 17 25.00 -0.8 0.8 - 5 22 20.00 -0.9 0.9 - 5 27 20.00 141 1 - 7 34 14.29 -

1.1 1.1 - 11 45 9.09 -1.2 1.2 - 15 60 6.67 33

- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15 20

Dept

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gro

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l (m

)

# of Blows from DCP

DCP Steps





Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

1.2

0 5

Dept

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)

# of Blows from DCP

DCP Steps





44

DCP44

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 3 3 33.33 -0.2 0.2 - 3 6 33.33 -0.3 0.3 - 4 10 25.00 100.4 0.4 - 3 13 33.33 -0.5 0.5 - 4 17 25.00 -0.6 0.6 - 3 20 33.33 100.7 0.7 - 5 25 20.00 -0.8 0.8 - 10 35 10.00 -0.9 0.9 - 12 47 8.33 27

- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0











0

0.2

0.4

0.6

0.8

1

0 5 10 15

Dept

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)

# of Blows from DCP

DCP Steps





45

DCP45

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 5 5 20.00 -0.2 0.2 - 5 10 20.00 -0.3 0.3 - 4 14 25.00 140.4 0.4 - 5 19 20.00 -0.5 0.5 - 5 24 20.00 -0.6 0.6 - 4 28 25.00 140.7 0.7 - 4 32 25.00 -0.8 0.8 - 7 39 14.29 -0.9 0.9 - 6 45 16.67 171 1 - 10 55 10.00 -

- -- 10- -- -- 0- -

-0--0--0--0--0--0--0--0







PENETRATION RESISTANCE REPORTClient: Job No.: STC-754-12439Project: Date: 10/07/2017Location: Tested By: LS



0

0.2

0.4

0.6

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# of Blows from DCP

DCP Steps





46

DCP46

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 5 10 20.00 100.4 0.4 - 5 15 20.00 -0.5 0.5 - 6 21 16.67 -0.6 0.6 - 7 28 14.29 180.7 0.7 - 6 34 16.67 -0.8 0.8 - 11 45 9.09 -0.9 0.9 - 16 61 6.25 33

- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0










0

0.2

0.4

0.6

0.8

1

0 5 10 15 20

Dept

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)

# of Blows from DCP

DCP Steps





47

DCP47

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 4 4 25.00 -0.2 0.2 - 5 9 20.00 -0.3 0.3 - 4 13 25.00 130.4 0.4 - 5 18 20.00 -0.5 0.5 - 6 24 16.67 -0.6 0.6 - 5 29 20.00 160.7 0.7 - 10 39 10.00 -0.8 0.8 - 8 47 12.50 -0.9 0.9 - 10 57 10.00 281 1 - 12 69 8.33 -

1.1 1.1 - 9 78 11.11 -1.2 1.2 - 9 87 11.11 301.3 1.3 - 8 95 12.50 -1.4 1.4 - 16 111 6.25 -

- 24- -

-0--0--0--0--0--0--0--0







PENETRATION RESISTANCE REPORTClient: Job No.: STC-754-12439Project: Date: /07/2017Location: Tested By: LS



0

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# of Blows from DCP

DCP Steps





Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0










0

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leve

l (m

)

# of Blows from DCP

DCP Steps





50

DCP50

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 6 6 16.67 -0.2 0.2 - 7 13 14.29 -0.3 0.3 - 10 23 10.00 230.4 0.4 - 12 35 8.33 -

- -- 12- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0










0

0.2

0.4

0.6

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





51

DCP51

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 9 9 11.11 -0.2 0.2 - 4 13 25.00 -0.3 0.3 - 2 15 50.00 150.4 0.4 - 1 16 100.00 -0.5 0.5 - 2 18 50.00 -0.6 0.6 - 3 21 33.33 60.7 0.7 - 5 26 20.00 -0.8 0.8 - 5 31 20.00 -0.9 0.9 - 6 37 16.67 161 1 - 4 41 25.00 -

1.1 1.1 - 4 45 25.00 -1.2 1.2 - 4 49 25.00 121.3 1.3 - 4 53 25.00 -1.4 1.4 - 10 63 10.00 -

- 14- -

-0--0--0--0--0--0--0--0










0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





52

DCP52

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 5 5 20.00 -0.2 0.2 - 4 9 25.00 -0.3 0.3 - 4 13 25.00 130.4 0.4 - 2 15 50.00 -0.5 0.5 - 4 19 25.00 -0.6 0.6 - 3 22 33.33 90.7 0.7 - 2 24 50.00 -0.8 0.8 - 2 26 50.00 -0.9 0.9 - 2 28 50.00 61 1 - 2 30 50.00 -

1.1 1.1 - 3 33 33.33 -1.2 1.2 - 4 37 25.00 91.3 1.3 - 8 45 12.50 -1.4 1.4 - 7 52 14.29 -1.5 1.5 - 4 56 25.00 191.6 1.6 - 5 61 20.00 -1.7 1.7 5 66 20.00 -1.8 1.8 6 72 16.67 161.9 1.9 8 80 12.50 -2 2 8 88 12.50 -

2.1 2.1 12 100 8.33 28--0--0--0--0--0--0










0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

2.2

2.4

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0










0

0.2

0.4

0.6

0.8

1

1.2

0 5

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





55

DCP55

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 2 4 50.00 -0.3 0.3 - 2 6 50.00 60.4 0.4 - 3 9 33.33 -0.5 0.5 - 3 12 33.33 -0.6 0.6 - 2 14 50.00 80.7 0.7 - 3 17 33.33 -0.8 0.8 - 5 22 20.00 -0.9 0.9 - 7 29 14.29 151 1 - 5 34 20.00 -

1.1 1.1 - 6 40 16.67 -1.2 1.2 - 12 52 8.33 23

- -- -- 0- -

-0--0--0--0--0--0--0--0










0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





56

DCP56

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 4 6 25.00 -0.3 0.3 - 5 11 20.00 110.4 0.4 - 3 14 33.33 -0.5 0.5 - 5 19 20.00 -0.6 0.6 - 3 22 33.33 110.7 0.7 - 10 32 10.00 -0.8 0.8 - 12 44 8.33 -

- 22- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0










0

0.2

0.4

0.6

0.8

1

0 5 10 15

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -- -- 0- -

-0--0--0--0--0--0--0--0










0

0.2

0.4

0.6

0.8

1

1.2

0 5

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





60

DCP60

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 3 8 33.33 80.4 0.4 - 5 13 20.00 -0.5 0.5 - 5 18 20.00 -0.6 0.6 - 4 22 25.00 140.7 0.7 - 8 30 12.50 -0.8 0.8 - 12 42 8.33 -0.9 0.9 - 15 57 6.67 351 1 - 15 72 6.67 -

- -- 15- -- -- 0- -

-0--0--0--0--0--0--0--0










0

0.2

0.4

0.6

0.8

1

1.2

0 5 10 15 20

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps





61

DCP61

Depth bgl (m)

Test level (m)

Groundwater



Penetration Rate


Np /300 mm0.1 0.1 - 2 2 50.00 -0.2 0.2 - 3 5 33.33 -0.3 0.3 - 4 9 25.00 90.4 0.4 - 5 14 20.00 -0.5 0.5 - 4 18 25.00 -0.6 0.6 - 4 22 25.00 130.7 0.7 - 6 28 16.67 -0.8 0.8 - 6 34 16.67 -0.9 0.9 - 5 39 20.00 171 1 - 3 42 33.33 -

1.1 1.1 - 4 46 25.00 -1.2 1.2 - 5 51 20.00 121.3 1.3 - 5 56 20.00 -

- -- 5- -

-0--0--0--0--0--0--0--0










0

0.2

0.4

0.6

0.8

1

1.2

1.4

0 5 10

Dept

h be

low

gro

und

leve

l (m

)

# of Blows from DCP

DCP Steps

12439 SS01 Shrink Swell Index Test

Environmental and OH&S LaboratoryConstruction Materials TestingA division of A. D. Envirotech Australia Pty Ltd A.C.N. 093 452 950

Unit 4/10-11 Millennium Court,

Silverwater 2128

Ph: (02) 9648-6669

Client: Job No.: STC-754-12439

Project: Report Date: 17.07.2017

Location:

Sampled by

Date Sampled

Sample ID

Sample Description

Specimen Type

Sample Depth

Test Procedure

(%)

(%)

(Esw %)

(%)

(Esh %)

(%)

Extent of Soil crumbling During Shrinkage

Shrink - Swell Index (Iss % per pF change)

Results Approved By:

Bikesh Deoju

Geotechnical Engineer

B. Sc. ( Civil Engineering)

Accreditation No.14664.

Accredited for compliance with ISO/IEC 17025.

The results of the tests, calibrations and/or measurements included in this document are traceable

This document shall not reproduced except in full.


SHRINK SWELL INDEX REPORT

Initial Moisture Content, Before Test

Final Moisture Content, Ater Test

The Magnitude of Swelling Strain

Moisture Content

Ampersand

Riverstone

Riverstone

LS

04.07.2017

SS01

Silty Clay with Gravels

AS 1289.7.1.1

SWELL TEST

SHRINKAGE TEST

Undisturbed

2.4

0.3-0.6 m

0.00Extent of Cracking During Shrinkage

to Australian/national standards.

26.1

4.4

0

0.00

Total Shrinkage Strain on Drying

Estimated Inert Material Present

25.2

26.1

0.0

1




Silverwater 2128

Ph: (02) 9648-6669



Location:

Sampled by

Date Sampled

Sample ID

Sample Description

Specimen Type

Sample Depth

Test Procedure

(%)

(%)

(Esw %)

(%)

(Esh %)

(%)




Bikesh Deoju












Moisture Content

Ampersand

Riverstone

Riverstone

LS

04.07.2017

SS02

Silty CLAY WITH GRAVELS

AS 1289.7.1.1

SWELL TEST

SHRINKAGE TEST

Undisturbed

3.8

1.0 -1.3 m



36.5

6.3

0

0.00



32.4

34.0

1.2

1




Silverwater 2128

Ph: (02) 9648-6669



Location:

Sampled by

Date Sampled

Sample ID

Sample Description

Specimen Type

Sample Depth

Test Procedure

(%)

(%)

(Esw %)

(%)

(Esh %)

(%)




Bikesh Deoju












Moisture Content

Ampersand

Riverstone

Riverstone

LS

05.07.2017

SS03

Silty Clay

AS 1289.7.1.1

SWELL TEST

SHRINKAGE TEST

Undisturbed

1.8

BH04-0.8-1.1



22.3

3.2

0

0.00



25.1

25.8

0.0

1




Silverwater 2128

Ph: (02) 9648-6669



Location:

Sampled by

Date Sampled

Sample ID

Sample Description

Specimen Type

Sample Depth

Test Procedure

(%)

(%)

(Esw %)

(%)

(Esh %)

(%)




Bikesh Deoju












Moisture Content

Ampersand

Riverstone

Riverstone

LS

05.07.2017

SS04

Silty CLAY WITH GRAVELS

AS 1289.7.1.1

SWELL TEST

SHRINKAGE TEST

Undisturbed

3.1

BH20-1.2-1.5



26.5

5.4

0

0.00



24.9

26.2

0.2

1




Silverwater 2128

Ph: (02) 9648-6669



Location:

Sampled by

Date Sampled

Sample ID

Sample Description

Specimen Type

Sample Depth

Test Procedure

(%)

(%)

(Esw %)

(%)

(Esh %)

(%)




Bikesh Deoju








1.8

BH58-0.5-0.8



24.6

3.3

0

0.00



25.7

28.6

0.1





Moisture Content

Ampersand

Riverstone

Riverstone

LS

05.07.2017

SS05


AS 1289.7.1.1

SWELL TEST

SHRINKAGE TEST

Undisturbed

1




Silverwater 2128

Ph: (02) 9648-6669



Location:

Sampled by

Date Sampled

Sample ID

Sample Description

Specimen Type

Sample Depth

Test Procedure

(%)

(%)

(Esw %)

(%)

(Esh %)

(%)




Bikesh Deoju








0.8

BH42-0.3-0.6



18.1

1.5

0

0.00



16.6

16.1

0.0





Moisture Content

Ampersand

Riverstone

Riverstone

LS

05.07.2017

SS06


AS 1289.7.1.1

SWELL TEST

SHRINKAGE TEST

Undisturbed

1




Silverwater 2128

Ph: (02) 9648-6669



Location:

Sampled by

Date Sampled

Sample ID

Sample Description

Specimen Type

Sample Depth

Test Procedure

(%)

(%)

(Esw %)

(%)

(Esh %)

(%)




Bikesh Deoju












Moisture Content

Ampersand

Riverstone

Riverstone

LS

10.07.2017

SS7

Silty Clay With Gravels

AS 1289.7.1.1

SWELL TEST

SHRINKAGE TEST

Undisturbed

0.8

BH51-1.5-1.8



15.1

1.5

0

0.00



17.7

18.8

0.1

1




Silverwater 2128

Ph: (02) 9648-6669



Location:

Sampled by

Date Sampled

Sample ID

Sample Description

Specimen Type

Sample Depth

Test Procedure

(%)

(%)

(Esw %)

(%)

(Esh %)

(%)




Bikesh Deoju








1.1

BH31-1.0-1.3



18.7

2.0

0

0.00



18.7

19.2

0.0





Moisture Content

Ampersand

Riverstone

Riverstone

LS

10.07.2017

SS8


AS 1289.7.1.1

SWELL TEST

SHRINKAGE TEST

Undisturbed

1




Silverwater 2128

Ph: (02) 9648-6669



Location:

Sampled by

Date Sampled

Sample ID

Sample Description

Specimen Type

Sample Depth

Test Procedure

(%)

(%)

(Esw %)

(%)

(Esh %)

(%)




Bikesh Deoju












Moisture Content

Ampersand

Riverstone

Riverstone

LS

10.07.2017

SS9


AS 1289.7.1.1

SWELL TEST

SHRINKAGE TEST

Undisturbed

3.0

BH29-0.4-0.8



29.3

5.4

0

0.00



30.2

31.4

0.0

1




Silverwater 2128

Ph: (02) 9648-6669



Location:

Sampled by

Date Sampled

Sample ID

Sample Description

Specimen Type

Sample Depth

Test Procedure

(%)

(%)

(Esw %)

(%)

(Esh %)

(%)




Bikesh Deoju












Moisture Content

Ampersand

Riverstone

Riverstone

LS

10.07.2017

SS10

Silty Clay

AS 1289.7.1.1

SWELL TEST

SHRINKAGE TEST

Undisturbed

3.8

BH44-0.3-0.6



24.6

6.8

0

0.00



24.0

25.4

0.1

1




Silverwater 2128

Ph: (02) 9648-6669



Location:

Sampled by

Date Sampled

Sample ID

Sample Description

Specimen Type

Sample Depth

Test Procedure

(%)

(%)

(Esw %)

(%)

(Esh %)

(%)




Bikesh Deoju












Moisture Content

Ampersand

Riverstone

Riverstone

LS

10.07.2017

SS11


AS 1289.7.1.1

SWELL TEST

SHRINKAGE TEST

Undisturbed

3.4

BH33-0.3-0.6



25.5

6.1

0

0.00



22.5

23.7

0.2

1

ADE Report STC-754-12439 BH41 Plasticity Index Result



Silverwater 2128

Ph: (02) 9648-6669

Analysis report: STC-754-12439 BH41

Customer:

Project:

Location:

Sampling and Prep. Procedures AS1289.1.2.1 T105

T108

Laboratory Test No.: T109

Material Description : T113

Moisture Content: AS1289.2.1.1 T120

Liquid Limit - Casagrande

Sample Number 1 2 3 4

Target of Drops 30-40 25-35 20-30 15-25

Number of Drops A 38 33 26 19

Number of Drops B 39 34 25 18

#A = #B ±1 PASS PASS PASS PASS

Identification (Foil or CAN) 30 72 108 82

Mass of Foil/CAN (g) 6.18 6.48 3.73 6.23

Mass of Foil/CAN with Wet Soil (g) 40.68 36.68 43.76 36.95

Constant Mass (Mass 1 + Date/Time) 29.69 26.89 30.57 26.48


Mass of Foil/CAN with Dry Soil (g) 29.69 26.89 30.57 26.48

Mass of Soil Solid (g) 23.51 20.41 26.84 20.25

Mass of Water (g) 10.99 9.79 13.19 10.47

Water Content (%) 47% 48% 49% 52%

Liquid Limit (graph at 25 blows) (%)

Plastic Limit - 3 mm diameter soil

Sample Number 1 2 3

Identification (Foil or CAN) 20 39 117

Mass of Foil/CAN (g) 5.44 5.73 3.78

Mass of Foil/CAN with Wet Soil (g) 11.23 11.26 11.02

Mass of Foil/CAN with Dry Soil (g) 10.40 10.43 9.96

Mass of Soil Solid (g) 4.96 4.70 6.18

Mass of Water (g) 0.83 0.83 1.06

Water Content (%) 17% 18% 17%

Plastic Limit (%)

Plasticity Index

33%

Sample taken from Casagrande Analysis - AS1289.3.1.1/AS1289.3.1.2 such that it is 25±3 blows

Method of Preparation:

History of Sample:


Bikesh Deoju






AS1289.3.1.1 AS1289.3.1.2

AS1289 3.2.1

AS1289.3.4.1


AS1289 3.3.1

Silty Clay


ZGTested By:

Test Procedure:

STC-754-12439 BH41

Riverstone

50%

Plasticity Index = Liquid Limit - Plastic Limit (%)

17%

24.07.2017

STC-754-12439

A division of A. D. Envirotech Australia Pty Ltd A.C.N. 093 452 950

Job No.:

Date:Riverstone

Ampersand

y = -0.002x + 0.56145%

48%

51%

54%

15 20 25 30 35 40

Mo

stu

re C

on

ten

t %

Number of Blows

Liquid Limit

Natural State Air-dried Oven-dried Unknown

Wet-sieved Dry-sieved

1

ADE Report STC-754-12439 PI05 Plasticity Index Result



Silverwater 2128

Ph: (02) 9648-6669

Analysis report: STC-754-12439 PI05

Customer:

Project:

Location:


T108






Target of Drops 30-40 25-35 20-30 15-25





Mass of Foil/CAN (g) 5.60 5.01 3.34 5.72






Mass of Water (g) 10.32 8.44 10.09 10.95

Water Content (%) 45% 46% 47% 48%



Sample Number 1 2 3






Mass of Water (g) 1.05 1.22 1.33


Plastic Limit (%)

Plasticity Index

29%



History of Sample:


Bikesh Deoju






AS1289.3.1.1 AS1289.3.1.2

AS1289 3.2.1

AS1289.3.4.1


AS1289 3.3.1

Silty Clay


ZGTested By:

Test Procedure:

STC-754-12439 PI05

Riverstone

47%


18%

24.07.2017

STC-754-12439


Job No.:

Date:Riverstone

Ampersand

y = -0.002x + 0.52945%

48%

51%

15 20 25 30 35

Mo

stu

re C

on

ten

t %

Number of Blows

Liquid Limit



1




Silverwater 2128

Ph: (02) 9648-6669


Customer:

Project:

Location:


T108






Target of Drops 30-40 25-35 20-30 15-25





Mass of Foil/CAN (g) 5.24 3.86 5.74 4.86






Mass of Water (g) 7.22 8.04 8.28 9.69

Water Content (%) 37% 38% 39% 40%



Sample Number 1 2 3






Mass of Water (g) 0.91 0.82 1.08


Plastic Limit (%)

Plasticity Index

23%



History of Sample:


Bikesh Deoju






AS1289.3.1.1 AS1289.3.1.2

AS1289 3.2.1

AS1289.3.4.1


AS1289 3.3.1

Silty Clay


ZGTested By:

Test Procedure:

STC-754-12439 PI06

Riverstone

38%


16%

24.07.2017

STC-754-12439


Job No.:

Date:Riverstone

Ampersand

y = -0.001x + 0.43036%

39%

42%

15 20 25 30 35

Mo

stu

re C

on

ten

t %

Number of Blows

Liquid Limit



1




Silverwater 2128

Ph: (02) 9648-6669


Customer:

Project:

Location:


T108






Target of Drops 30-40 25-35 20-30 15-25





Mass of Foil/CAN (g) 5.48 5.39 3.44 4.35






Mass of Water (g) 11.65 9.29 8.12 12.10

Water Content (%) 49% 50% 51% 53%



Sample Number 1 2 3






Mass of Water (g) 1.40 1.02 1.70


Plastic Limit (%)

Plasticity Index

31%



History of Sample:


Bikesh Deoju






24.07.2017

STC-754-12439


Job No.:

Date:Riverstone

Ampersand


ZGTested By:

Test Procedure:

STC-754-12439 PI07

Riverstone

52%


21%

AS1289.3.1.1 AS1289.3.1.2

AS1289 3.2.1

AS1289.3.4.1


AS1289 3.3.1

Silty Clay

y = -0.002x + 0.571

48%

51%

54%

15 20 25 30 35 40

Mo

stu

re C

on

ten

t %

Number of Blows

Liquid Limit



1




Silverwater 2128

Ph: (02) 9648-6669


Customer:

Project:

Location:


T108






Target of Drops 30-40 25-35 20-30 15-25





Mass of Foil/CAN (g) 4.57 4.43 5.51 4.96






Mass of Water (g) 8.85 8.36 9.36 8.84

Water Content (%) 41% 42% 44% 44%



Sample Number 1 2 3






Mass of Water (g) 1.25 0.89 1.25


Plastic Limit (%)

Plasticity Index

26%



History of Sample:


Bikesh Deoju






AS1289.3.1.1 AS1289.3.1.2

AS1289 3.2.1

AS1289.3.4.1


AS1289 3.3.1

Silty Clay


ZGTested By:

Test Procedure:

STC-754-12439 PI08

Riverstone

43%


17%

24.07.2017

STC-754-12439


Job No.:

Date:Riverstone

Ampersand

y = -0.002x + 0.482

39%

42%

45%

15 20 25 30 35 40

Mo

stu

re C

on

ten

t %

Number of Blows

Liquid Limit



1




Silverwater 2128

Ph: (02) 9648-6669


Customer:

Project:

Location:


T108






Target of Drops 30-40 25-35 20-30 15-25





Mass of Foil/CAN (g) 3.57 4.37 5.40 5.40






Mass of Water (g) 10.84 11.98 10.17 9.24

Water Content (%) 44% 45% 46% 47%



Sample Number 1 2 3






Mass of Water (g) 0.77 1.01 0.95


Plastic Limit (%)

Plasticity Index

29%



History of Sample:


Bikesh Deoju






AS1289.3.1.1 AS1289.3.1.2

AS1289 3.2.1

AS1289.3.4.1


AS1289 3.3.1

Silty Clay


ZGTested By:

Test Procedure:

STC-754-12439 PI09

Riverstone

46%


17%

24.07.2017

STC-754-12439


Job No.:

Date:Riverstone

Ampersand

y = -0.002x + 0.517

42%

45%

48%

15 20 25 30 35 40

Mo

stu

re C

on

ten

t %

Number of Blows

Liquid Limit



1

ADE Report STC-754-12439 PI PI01 Plasticity Index Test Result



Silverwater 2128

Ph: (02) 9648-6669


Customer:

Project:

Location:


T108






Target of Drops 30-40 25-35 20-30 15-25





Mass of Foil/CAN (g) 5.43 4.85 4.36 5.74






Mass of Water (g) 7.74 10.56 9.20 13.29

Water Content (%) 34% 48% 55% 65%



Sample Number 1 2 3






Mass of Water (g) 1.09 1.07 1.09


Plastic Limit (%)

Plasticity Index

36%



History of Sample:


Bikesh Deoju






AS1289 3.3.1

Slity Clay AS1289.3.4.1



ZGTested By:

Test Procedure:

STC-754-12439 PI01

Riverstone

56%


20%

AS1289.3.1.1 AS1289.3.1.2

AS1289 3.2.1

12.07.2017

STC-754-12439


Job No.:

Date:Riverstone

Ampersand

y = -0.014x + 0.926

0%3%6%9%

12%15%18%21%24%27%30%33%36%39%42%45%48%51%54%57%60%63%66%69%

15 20 25 30 35 40 45

Mo

stu

re C

on

ten

t %

Number of Blows

Liquid Limit



1




Silverwater 2128

Ph: (02) 9648-6669


Customer:

Project:

Location:


T108






Target of Drops 30-40 25-35 20-30 15-25





Mass of Foil/CAN (g) 3.79 5.72 5.76 6.19






Mass of Water (g) 13.30 11.60 14.69 13.88

Water Content (%) 59% 60% 63% 66%



Sample Number 1 2 3






Mass of Water (g) 1.22 1.57 1.32


Plastic Limit (%)

Plasticity Index

40%



History of Sample:


Bikesh Deoju






12.07.2017

STC-754-12439


Job No.:

Date:Riverstone

Ampersand


ZGTested By:

Test Procedure:

STC-754-12439 PI02

Riverstone

63%


24%

AS1289.3.1.1 AS1289.3.1.2

AS1289 3.2.1

AS1289 3.3.1

Silty Clay AS1289.3.4.1


y = -0.003x + 0.710

57%

60%

63%

66%

69%

15 20 25 30 35 40 45

Mo

stu

re C

on

ten

t %

Number of Blows

Liquid Limit



1




Silverwater 2128

Ph: (02) 9648-6669


Customer:

Project:

Location:


T108






Target of Drops 30-40 25-35 20-30 15-25





Mass of Foil/CAN (g) 4.08 5.80 4.67 5.38






Mass of Water (g) 11.47 10.42 13.19 11.76

Water Content (%) 44% 46% 48% 50%



Sample Number 1 2 3






Mass of Water (g) 0.66 0.85 0.72


Plastic Limit (%)

Plasticity Index

33%



History of Sample:


Bikesh Deoju






AS1289.3.1.1 AS1289.3.1.2

AS1289 3.2.1

AS1289.3.4.1


AS1289 3.3.1

Silty Clay


ZGTested By:

Test Procedure:

STC-754-12439 PI03

Riverstone

49%


17%

17.07.2017

STC-754-12439


Job No.:

Date:Riverstone

Ampersand

y = -0.003x + 0.58142%

45%

48%

51%

15 20 25 30 35 40 45

Mo

stu

re C

on

ten

t %

Number of Blows

Liquid Limit



1

ADE Report STC-754-12439 CBR1 CBR Test Result

Environmental and OH&S Laboratory A division of A. D. Envirotech Australia Pty Ltd A.C.N. 093 452 950


Silverwater 2128

Ph: (02) 9648-6669

Customer:

Project:

Location:

CBR Value % 5 Curing Time

CBR Determing Penetration mm 5.00 Method for Establishing Plasticity Level

Laboratory Moisture Ratio (%) 102 Dry Density Before Soaking t/m3 1.82

Laboratory Density Ratio (%) 100 Remoulded Moisture Content % 16.2

Dry Density after Soaking t/m3 1.79 Mass of Surchages Applied kg 4.5

Moisture Content of Remaining % 16.6 Period of Soaking days 4

Moisture Content of Top 30 mm % 20.8 Swell % 2.0

Yes

Percentage of Retained Material - 19mm 0.0


Bikesh Deoju








Material Description:

Excluded

Silty Clay

STC-754-12439 CBR1

BH8-0.6-1.4

Sample ID:

Test Location:

Compaction Method Used

4 days

Visual /Tactile

AS 1289.5.1.1 Standard

Riverstone Tested By: ZG

Laboratory Test Procedure: AS1289.5.1.1, AS 1289.6.1.1.Sampling Method: AS1289.1.2.1

CALIFORNIA BEARING RATIO REPORT

Ampersand Job No.: STC-754-12439

Riverstone Report Date: 20.07.2017

-0.2

-0.1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

1.1

1.2

1.3

1.4

1.5

1.6

0 1 2 3 4 5 6 7 8 9 10 11 12 13

Load

Fo

rce

(kN

)

Penetration Distance (mm)

1




Silverwater 2128

Ph: (02) 9648-6669

Customer:

Project:

Location:








Yes



Bikesh Deoju











STC-754-12439 CBR2

BH48-0.5-1.2

Sample ID:

Test Location:


4 days

Visual /Tactile





Excluded

Silty Clay

-0.2-0.1

00.10.20.30.40.50.60.70.80.9

11.11.21.31.41.51.61.71.81.9

0 1 2 3 4 5 6 7 8 9 10 11 12 13

Load

Fo

rce

(kN

)


1




Silverwater 2128

Ph: (02) 9648-6669

Customer:

Project:

Location:








Yes



Bikesh Deoju







Ampersand Development Consulting Job No.: STC-754-12439




STC-754-12439 CBR04

BH23-0.5-1.2

Sample ID:

Test Location:


4 days

Visual /Tactile





Excluded

Silty Clay

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

1.1

0 1 2 3 4 5 6 7 8 9 10 11 12 13

Load

Fo

rce

(kN

)


1




Silverwater 2128

Ph: (02) 9648-6669

Customer:

Project:

Location:








Yes



Bikesh Deoju









Excluded

Silty Clay

STC-754-12439 CBR4

BH59-0.4-1.0

Sample ID:

Test Location:


4 days

Visual /Tactile







0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

1.1

1.2

1.3

1.4

1.5

0 1 2 3 4 5 6 7 8 9 10 11 12 13

Load

Fo

rce

(kN

)


1




Silverwater 2128

Ph: (02) 9648-6669

Customer:

Project:

Location:








Yes



Bikesh Deoju









Excluded

Silty Clay

STC-754-12439 CBR05

BH28-0.4-1.0

Sample ID:

Test Location:


4 days

Visual /Tactile



Laboratory Test Procedure: AS1289.5.1.1, 1289.6.1.1.Sampling Method: AS1289.1.2.1




-0.2-0.1

00.10.20.30.40.50.60.70.80.9

11.11.21.31.41.51.61.71.8

0 1 2 3 4 5 6 7 8 9 10 11 12 13

Load

Fo

rce

(kN

)


1




Silverwater 2128

Ph: (02) 9648-6669

Customer:

Project:

Location:








Yes



Bikesh Deoju











STC-754-12439 CBR6

BH41-0.8-1.5

Sample ID:

Test Location:


4 days

Visual /Tactile





Excluded

Clay of High Plasticity

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

1.1

0 1 2 3 4 5 6 7 8 9 10 11 12 13

Load

Fo

rce

(kN

)


1

Analysis Report STC-754-12439-1 Amended

New South Wales Office:A. D. Envirotech Australia Pty LtdUnit 4, 10-11 Millennium CourtSilverwater, NSW 2128

Telephone:(02) 9648 6669

e-mail: [email protected] ABN: 520 934 529 501



Analysis report: STC-754-12439-1

Customer: A. D. Envirotech Australia Pty. Ltd.Attention: Bikesh Deoju

Sample Log In DetailsYour reference: STC-754-12439-1No. of Samples: 23Date Received: 12.07.2017Date completed instructions received: 12.07.2017Date of analysis: 12-14.07.2017

Report DetailsReport Date: 16.08.2017Method number**: *ESA-P-16

Results Authorised By:

Ross Nefodov, B.Sc. (Environmental Sc.), M.PE.(Civil Engineering)Managing DirectorCMT NATA approved signatory

The results of the tests, calibrations and/or

measurements included in this document are traceable




*pH measurement as per: The excavated natural material order 2014 Schedule B3: GUIDELINE ON Laboratory Analysis of Potentially Contaminated Soils *Texture Assessment based on; Salinity Notes, Number 8, Oct 2000, ISSN 1 325-4448, "How to Texture soils & Test for Salinity"



Telephone:(02) 9648 6669

e-mail: [email protected] ABN: 520 934 529 50p 1 of 4

Lab ID PQL (mg/kg) 12439-C1 12439-C2 12439-C3 12439-C4 12439-C5 12439-C6

Sample Name 12439-BH01-0.5

12439-BH03-2.5

12439-BH05-1.0

12439-BH07-1.0

12439-BH09-1.5

12439-BH11-1.5

pH 1:5 (average for 3 measurements) 6.0 5.5 5.5 8.8 5.8 6.8EC [dS/m] 0.239 0.279 0.175 0.106 0.589 0.058

Soil Texture GroupMedium &

Heavy ClaysClay Loams

Medium & Heavy Clays

Clay Loams Light Clays Light Clays

Approximate Clay >45 30-35 >45 30-35 35-45 35-45EC1:5 to ECe conversion factor 7 8.6 7 8.6 8.6 8.6



Telephone:(02) 9648 6669


Lab ID PQL (mg/kg)

Sample Name

pH 1:5 (average for 3 measurements)EC [dS/m]

Soil Texture Group

Approximate ClayEC1:5 to ECe conversion factor

12439-C7 12439-C8 12439-C9 12439-C10 12439-C11 12439-C12

12439-BH13-3.0

12439-BH14-0.5

12439-BH19-2.0

12439-BH59-2.0

12439-BH43-1.5

12439-BH53-1.0

8.0 6.5 7.1 8.9 9.2 5.70.306 1.121 0.274 0.196 0.111 0.101

Light Clays Light Clays Light Clays Clay Loams Clay LoamsMedium &

Heavy Clays35-45 35-45 35-45 30-35 30-35 >45

8.6 8.6 8.6 8.6 8.6 7



Telephone:(02) 9648 6669


Lab ID PQL (mg/kg)

Sample Name


Soil Texture Group


12439-C13 12439-C14 12439-C15 12439-C16 12439-C17 12439-C18

12439-BH57-0.5

12439-BH15-2.0

12439-BH26-1.0

12439-BH36-0.5

12439-BH41-1.5

12439-BH30-2.0

6.4 7.0 4.5 5.7 8.8 6.70.121 0.377 1.092 0.329 0.277 0.735

Medium & Heavy Clays

Clay LoamsMedium &

Heavy ClaysMedium &

Heavy ClaysMedium &

Heavy ClaysLight Clays

>45 30-35 >45 >45 >45 35-457 8.6 7 7 7 8.6



Telephone:(02) 9648 6669


Lab ID PQL (mg/kg)

Sample Name


Soil Texture Group


12439-C19 12439-C20 12439-C21 12439-C22 12439-C23

12439-BH45-2.0

12439-BH50-0.5

12439-BH55-1.5

12439-BH56-1.0

12439-BH61-0.5

7.3 9.6 4.4 4.6 4.80.374 0.188 1.019 0.697 0.714

Clay Loams Light ClaysMedium &

Heavy ClaysMedium &

Heavy ClaysMedium &

Heavy Clays30-35 35-45 >45 >45 >45

8.6 8.6 7 7 7Comments:Clay Loams - fine sandy clay loam, clay loam, silty clay loamLight Clays - sandy clay, silty clay, light clay, light medium clay



Telephone:(02) 9648 6669


General Comments and GlossaryTests not covered by NATA are denoted with *.Samples are analysed on "as received" basis.Samples were delivered chilled YesSamples were preserved in correct manner YesSample containers for volatile analysis were received with minimal headspace YesSamples were analysed within holding time YesSome samples have been subcontracted No

1. All samples are tested in batches of 20. 2. All results for soil samples are reported per gram of dry soil, unless otherwise stated.3. However surrogate standards are added to samples due to PAH and BTEX analysis and recoveries are calculated, samples' results are not corrected for standards recoveries.4. Analysis of VOC in water samples are performed on unfiltered waters (as received), spiked with surrogate 5. If heterogenous or insufficient material provided LCS is used as matrix spike for QA/QC purposes.6. Duplicate sample and matrix spike recoveries may not be prepared on smaller jobs, however, were analysed at a frequency7. QA/QC samples shown within the report that states the word "BATCH"; Batch Blank, Matrix Spike and Duplicate were prepared on samples from outside of reported job.

Blank: This is the component of the analytical signal which is not derived from the sample but from reagents,glassware etc, can be determined by processing solvents and reagents in exactly the same manner as for samples.Duplicate: This is the complete duplicate analysis of a sample from the process batch. If possible, the sampleselected should be one where the analyte concentration is easily measurable.Matrix Spike: A portion of the sample is spiked with a known concentration of target analyte. The purpose of the matrixspike is to monitor the performance of the analytical method used and to determine whether matrix interferences exist.LCS (Laboratory Control Sample): This comprises either a standard reference material or a control matrix (such as a blanksand or water) fortified with analytes representative of the analyte class. It is simply a check sample.Surr. (Surrogate Spike): Surrogates are known additions to each sample, blank, matrix spike and LCS in a batch, of compoundswhich are similar to the analyte of interest, however are not expected to be found in real samples.

INS: Insufficient sample for this test>: Greater thanLCS: Laboratory Control SampleNT: Not tested<: Less thanRPD: Relative Percent DifferenceNA: Test not requiredPQL: Practical Quantitation Limit

Laboratory Acceptance Criteria

Matrix Spikes and LCS: Generally 70-130% for inorganics/metals, 60-140% for organics is acceptable.Matrix heterogeneity may result in matrix spike analyses falling outside these limits.

RPD Duplicates: Global RPD Duplicates Acceptance Criteria is 30% however the following acceptance guidelines are equally applicable: Results <10 times the PQL : No Limit Results between 10-20 times the PQL : RPD must lie between 0-50% Results >20 times the PQL : RPD must lie between 0-30% Surrogate Recoveries : Recoveries must lie between 50-150% - Phenols 20-130%.







Telephone:(02) 9648 6669


**Methods Number Description:

ESA-MP-01 Determination of metals by MP-AES

ESA-MP-02 Digestion of soil samples for MP-AES analysis

ESA-MP-03 Preparation of water samples for metals determination by MP-AES

ESA-MP-04 TCLP for inorganic contaminants

ESA-MP-05 Digestion of paint and dust samples for lead content determination

ESA-MP-06 Digestion of air filters

ESA-MP-07 Digestion of swabs for determination of lead content in dust

ESA-MP-11 Procedure for digesting soil, sediment, clay and sludge in quadruplets and analysis by MP-AES for trace metal determination

ESA-P-ORG02 Analysis of PAHs by GC-MS

ESA-P-ORG03 Analysis of TRH and TPH by GC-FID

ESA-P-ORG04 Separatory funnel extraction of PAHs from water matrices including TCLP extracts

ESA-P-ORG05 Separatory funnel extraction of TRH and TPH from water matrices

ESA-P-ORG06 Silica gel clean up of soil and water extracts, prior analysis for STPH

ESA-P-ORG07 Extraction of BTEX and VTRX from soil matrices

ESA-P-ORG08 Analysis of soil extracts and waters by P&T GCMS

ESA-P-ORG09 Extraction of TRH from solid matrices

ESA-P-ORG13 Extraction of OCP OPP and PAH from soil matrices as quadruplets

ESA-P-ORG14 Extraction of PCB (Aroclor) OCP OPP and PAH from soil matrices

ESA-P-ORG15 Analysis of PCB OCP OPP and PAH by GCMS

AS 1289.4.3.1 Determination of the pH value of a soil-Electrometric method

AS 1289.3.6.1 Determination of the particle size distribution of a soil - Standard method of analysis by sieving

T276 NSW RMS Test Method T 276 Foreign materials content of recycled crushed concrete

*Texture Assessment based on; Salinity Notes, Number 8, Oct 2000, ISSN 1 325-4448, "How to Texture soils & Test for Salinity"

*ESA-P-16 Procedure for measurement of Electrical Conductivity EC

ESA-P-12 Moisture by classical in-house method; Procedure for gravimetric moisture determination

*pH FOX Test -Determination of Acid Sulfate Soils Field pH

*pH measurement as per: The excavated natural material order 2014 Schedule B3: GUIDELINE ON Laboratory Analysis of Potentially Contaminated Soils



This document shall not be reproduced, except in full.





Telephone:(02) 9648 6669




Analysis report: STC-754-12439-2

Customer: A. D. Envirotech Australia Pty. Ltd.Attention: Bikesh Deoju

Sample Log In DetailsYour reference: STC-754-12439-2No. of Samples: 1Date Received: 19.07.2017Date completed instructions received: 19.07.2017Date of analysis: 19-20.07.2017

Report DetailsReport Date: 16.08.2017Method number**: *ESA-P-16

Results Authorised By:

Ross Nefodov, B.Sc. (Environmental Sc.), M.PE.(Civil Engineering)Managing DirectorCMT NATA approved signatory






*pH measurement as per: The excavated natural material order 2014 Schedule B3: GUIDELINE ON Laboratory Analysis of Potentially Contaminated Soils *Texture Assessment based on; Salinity Notes, Number 8, Oct 2000, ISSN 1 325-4448, "How to Texture soils & Test for Salinity"



Telephone:(02) 9648 6669


Lab ID PQL (mg/kg) 12439-C24

Sample Name 12439-BH37-1.0

pH 1:5 (average for 3 measurements) 6.8EC [dS/m] 0.947

Soil Texture GroupMedium &

Heavy ClaysApproximate Clay >45EC1:5 to ECe conversion factor 7



Telephone:(02) 9648 6669


General Comments and GlossaryTests not covered by NATA are denoted with *.Samples are analysed on "as received" basis.Samples were delivered chilled YesSamples were preserved in correct manner YesSample containers for volatile analysis were received with minimal headspace YesSamples were analysed within holding time YesSome samples have been subcontracted No

1. All samples are tested in batches of 20. 2. All results for soil samples are reported per gram of dry soil, unless otherwise stated.3. However surrogate standards are added to samples due to PAH and BTEX analysis and recoveries are calculated, samples' results are not corrected for standards recoveries.4. Analysis of VOC in water samples are performed on unfiltered waters (as received), spiked with surrogate 5. If heterogenous or insufficient material provided LCS is used as matrix spike for QA/QC purposes.6. Duplicate sample and matrix spike recoveries may not be prepared on smaller jobs, however, were analysed at a frequency7. QA/QC samples shown within the report that states the word "BATCH"; Batch Blank, Matrix Spike and Duplicate were prepared on samples from outside of reported job.

Blank: This is the component of the analytical signal which is not derived from the sample but from reagents,glassware etc, can be determined by processing solvents and reagents in exactly the same manner as for samples.Duplicate: This is the complete duplicate analysis of a sample from the process batch. If possible, the sampleselected should be one where the analyte concentration is easily measurable.Matrix Spike: A portion of the sample is spiked with a known concentration of target analyte. The purpose of the matrixspike is to monitor the performance of the analytical method used and to determine whether matrix interferences exist.LCS (Laboratory Control Sample): This comprises either a standard reference material or a control matrix (such as a blanksand or water) fortified with analytes representative of the analyte class. It is simply a check sample.Surr. (Surrogate Spike): Surrogates are known additions to each sample, blank, matrix spike and LCS in a batch, of compoundswhich are similar to the analyte of interest, however are not expected to be found in real samples.

INS: Insufficient sample for this test>: Greater thanLCS: Laboratory Control SampleNT: Not tested<: Less thanRPD: Relative Percent DifferenceNA: Test not requiredPQL: Practical Quantitation Limit

Laboratory Acceptance Criteria

Matrix Spikes and LCS: Generally 70-130% for inorganics/metals, 60-140% for organics is acceptable.Matrix heterogeneity may result in matrix spike analyses falling outside these limits.

RPD Duplicates: Global RPD Duplicates Acceptance Criteria is 30% however the following acceptance guidelines are equally applicable: Results <10 times the PQL : No Limit Results between 10-20 times the PQL : RPD must lie between 0-50% Results >20 times the PQL : RPD must lie between 0-30% Surrogate Recoveries : Recoveries must lie between 50-150% - Phenols 20-130%.







Telephone:(02) 9648 6669


**Methods Number Description:

ESA-MP-01 Determination of metals by MP-AES

ESA-MP-02 Digestion of soil samples for MP-AES analysis

ESA-MP-03 Preparation of water samples for metals determination by MP-AES

ESA-MP-04 TCLP for inorganic contaminants

ESA-MP-05 Digestion of paint and dust samples for lead content determination

ESA-MP-06 Digestion of air filters

ESA-MP-07 Digestion of swabs for determination of lead content in dust

ESA-MP-11 Procedure for digesting soil, sediment, clay and sludge in quadruplets and analysis by MP-AES for trace metal determination

ESA-P-ORG02 Analysis of PAHs by GC-MS

ESA-P-ORG03 Analysis of TRH and TPH by GC-FID

ESA-P-ORG04 Separatory funnel extraction of PAHs from water matrices including TCLP extracts

ESA-P-ORG05 Separatory funnel extraction of TRH and TPH from water matrices

ESA-P-ORG06 Silica gel clean up of soil and water extracts, prior analysis for STPH

ESA-P-ORG07 Extraction of BTEX and VTRX from soil matrices

ESA-P-ORG08 Analysis of soil extracts and waters by P&T GCMS

ESA-P-ORG09 Extraction of TRH from solid matrices

ESA-P-ORG13 Extraction of OCP OPP and PAH from soil matrices as quadruplets

ESA-P-ORG14 Extraction of PCB (Aroclor) OCP OPP and PAH from soil matrices

ESA-P-ORG15 Analysis of PCB OCP OPP and PAH by GCMS

AS 1289.4.3.1 Determination of the pH value of a soil-Electrometric method

AS 1289.3.6.1 Determination of the particle size distribution of a soil - Standard method of analysis by sieving

T276 NSW RMS Test Method T 276 Foreign materials content of recycled crushed concrete

*Texture Assessment based on; Salinity Notes, Number 8, Oct 2000, ISSN 1 325-4448, "How to Texture soils & Test for Salinity"

*ESA-P-16 Procedure for measurement of Electrical Conductivity EC

ESA-P-12 Moisture by classical in-house method; Procedure for gravimetric moisture determination

*pH FOX Test -Determination of Acid Sulfate Soils Field pH

*pH measurement as per: The excavated natural material order 2014 Schedule B3: GUIDELINE ON Laboratory Analysis of Potentially Contaminated Soils



This document shall not be reproduced, except in full.



0 0.00 True

Environmental

CERTIFICATE OF ANALYSISWork Order : Page : 1 of 7ES1717269

:: LaboratoryClient A.D. ENVIROTECH AUSTRALIA PTY LTD Environmental Division Sydney

: :ContactContact INFO ADENVIRO Customer Services ES

:: AddressAddress 6/7 MILLENIUM COURT

SILVERWATER NSW 2128

277-289 Woodpark Road Smithfield NSW Australia 2164

:Telephone +61 02 94007711 :Telephone +61-2-8784 8555

:Project STC-754-12439 Date Samples Received : 12-Jul-2017 17:30

:Order number ---- Date Analysis Commenced : 14-Jul-2017

:C-O-C number PM-F-07B1 Issue Date : 20-Jul-2017 14:23

Sampler : LUIS SANTOS

Site : ----

Quote number : EN/097/17

23:No. of samples received

23:No. of samples analysed

This report supersedes any previous report(s) with this reference. Results apply to the sample(s) as submitted. This document shall not be reproduced, except in full.

This Certificate of Analysis contains the following information:

l General Comments

l Analytical Results

Additional information pertinent to this report will be found in the following separate attachments: Quality Control Report, QA/QC Compliance Assessment to assist with

Quality Review and Sample Receipt Notification.

SignatoriesThis document has been electronically signed by the authorized signatories below. Electronic signing is carried out in compliance with procedures specified in 21 CFR Part 11.

Signatories Accreditation CategoryPosition

Ashesh Patel Inorganic Chemist Sydney Inorganics, Smithfield, NSW

Dian Dao Sydney Inorganics, Smithfield, NSW

Edwandy Fadjar Organic Coordinator Sydney Inorganics, Smithfield, NSW

Raymond Commodore Instrument Chemist Sydney Inorganics, Smithfield, NSW

R I G H T S O L U T I O N S | R I G H T P A R T N E R

2 of 7:Page

Work Order :

:Client

ES1717269

STC-754-12439:Project

A.D. ENVIROTECH AUSTRALIA PTY LTD

General Comments

The analytical procedures used by the Environmental Division have been developed from established internationally recognized procedures such as those published by the USEPA, APHA, AS and NEPM. In house

developed procedures are employed in the absence of documented standards or by client request.

Where moisture determination has been performed, results are reported on a dry weight basis.

Where a reported less than (<) result is higher than the LOR, this may be due to primary sample extract/digestate dilution and/or insufficient sample for analysis.

Where the LOR of a reported result differs from standard LOR, this may be due to high moisture content, insufficient sample (reduced weight employed) or matrix interference.

When no sampling time is provided, the sampling time will default 00:00 on the date of sampling. If no sampling date is provided, the sampling date will be assumed by the laboratory and displayed in brackets without a

time component.

Where a result is required to meet compliance limits the associated uncertainty must be considered. Refer to the ALS Contact for details.

CAS Number = CAS registry number from database maintained by Chemical Abstracts Services. The Chemical Abstracts Service is a division of the American Chemical Society.

LOR = Limit of reporting

^ = This result is computed from individual analyte detections at or above the level of reporting

ø = ALS is not NATA accredited for these tests.

~ = Indicates an estimated value.

Key :

ED007 and ED008: When Exchangeable Al is reported from these methods, it should be noted that Rayment & Lyons (2011) suggests Exchange Acidity by 1M KCl - Method 15G1 (ED005) is a more suitable method

for the determination of exchange acidity (H+ + Al3+).

l

3 of 7:Page

Work Order :

:Client

ES1717269



Analytical Results

BH09-1.5BH07-1.0BH05-1.0BH03-2.5BH01-0.5Client sample IDSub-Matrix: SOIL

(Matrix: SOIL)

06-Jul-2017 00:0004-Jul-2017 00:0006-Jul-2017 00:0005-Jul-2017 00:0007-Jul-2017 00:00Client sampling date / time

ES1717269-005ES1717269-004ES1717269-003ES1717269-002ES1717269-001UnitLORCAS NumberCompound

Result Result Result Result Result

EA055: Moisture Content (Dried @ 105-110°C)

20.3 11.4 14.7 18.0 16.1%1----Moisture Content

ED006: Exchangeable Cations on Alkaline Soils

---- ---- ---- 10.8 ----meq/100g0.2----Exchangeable Calcium

---- ---- ---- 1.0 ----meq/100g0.2----Exchangeable Magnesium

---- ---- ---- <0.2 ----meq/100g0.2----Exchangeable Potassium

---- ---- ---- 0.4 ----meq/100g0.2----Exchangeable Sodium

---- ---- ---- 12.2 ----meq/100g0.2----Cation Exchange Capacity

ED007: Exchangeable Cations

0.9 0.2 0.2 ---- ----meq/100g0.1----Exchangeable Calcium

11.2 6.2 10.0 ---- ----meq/100g0.1----Exchangeable Magnesium

0.2 0.4 0.2 ---- ----meq/100g0.1----Exchangeable Potassium

4.5 4.2 3.1 ---- ----meq/100g0.1----Exchangeable Sodium

16.9 11.0 13.8 ---- ----meq/100g0.1----Cation Exchange Capacity


---- ---- ---- ---- 0.2meq/100g0.1----Exchangeable Calcium

---- ---- ---- ---- 10.5meq/100g0.1----Exchangeable Magnesium

---- ---- ---- ---- 0.1meq/100g0.1----Exchangeable Potassium

---- ---- ---- ---- 1.9meq/100g0.1----Exchangeable Sodium

---- ---- ---- ---- 12.7meq/100g0.1----Cation Exchange Capacity

ED040S : Soluble Sulfate by ICPAES

70Sulfate as SO4 2- 80 80 20 40mg/kg1014808-79-8

ED045G: Chloride by Discrete Analyser

800Chloride 370 240 <10 990mg/kg1016887-00-6

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Analytical Results


(Matrix: SOIL)







---- ---- 0.3 ---- 3.5meq/100g0.2----Exchangeable Calcium

---- ---- 4.6 ---- 2.8meq/100g0.2----Exchangeable Magnesium

---- ---- <0.2 ---- <0.2meq/100g0.2----Exchangeable Potassium

---- ---- 3.4 ---- 0.8meq/100g0.2----Exchangeable Sodium

---- ---- 8.4 ---- 7.2meq/100g0.2----Cation Exchange Capacity


2.0 1.9 ---- 1.0 ----meq/100g0.1----Exchangeable Calcium

8.0 6.9 ---- 5.3 ----meq/100g0.1----Exchangeable Magnesium

0.2 0.4 ---- 0.1 ----meq/100g0.1----Exchangeable Potassium

2.3 5.2 ---- 3.2 ----meq/100g0.1----Exchangeable Sodium

12.5 14.3 ---- 9.7 ----meq/100g0.1----Cation Exchange Capacity




80Chloride 400 1360 600 100mg/kg1016887-00-6

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Analytical Results


(Matrix: SOIL)







2.4 ---- ---- ---- ----meq/100g0.2----Exchangeable Calcium

2.9 ---- ---- ---- ----meq/100g0.2----Exchangeable Magnesium

<0.2 ---- ---- ---- ----meq/100g0.2----Exchangeable Potassium

0.6 ---- ---- ---- ----meq/100g0.2----Exchangeable Sodium

6.0 ---- ---- ---- ----meq/100g0.2----Cation Exchange Capacity


---- 0.8 3.7 0.4 ----meq/100g0.1----Exchangeable Calcium

---- 5.9 6.9 7.6 ----meq/100g0.1----Exchangeable Magnesium

---- 0.2 0.2 0.3 ----meq/100g0.1----Exchangeable Potassium

---- 1.9 4.2 4.0 ----meq/100g0.1----Exchangeable Sodium

---- 9.7 15.0 12.4 ----meq/100g0.1----Cation Exchange Capacity


---- ---- ---- ---- 0.2meq/100g0.1----Exchangeable Calcium

---- ---- ---- ---- 11.0meq/100g0.1----Exchangeable Magnesium

---- ---- ---- ---- 0.2meq/100g0.1----Exchangeable Potassium

---- ---- ---- ---- 1.7meq/100g0.1----Exchangeable Sodium

---- ---- ---- ---- 15.5meq/100g0.1----Cation Exchange Capacity


<10Sulfate as SO4 2- 90 120 70 <10mg/kg1014808-79-8


20Chloride 220 410 500 2210mg/kg1016887-00-6

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Analytical Results


(Matrix: SOIL)







---- 0.4 <0.2 0.5 23.9meq/100g0.2----Exchangeable Calcium

---- 5.6 6.2 4.6 7.5meq/100g0.2----Exchangeable Magnesium

---- 0.2 <0.2 0.2 0.5meq/100g0.2----Exchangeable Potassium

---- 5.5 3.0 2.6 0.7meq/100g0.2----Exchangeable Sodium

---- 11.7 9.4 7.9 32.6meq/100g0.2----Cation Exchange Capacity




0.6 ---- ---- ---- ----meq/100g0.1----Exchangeable Potassium






520Chloride 700 1290 640 80mg/kg1016887-00-6

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Analytical Results

--------BH61-0.5BH56-1.0BH55-1.5Client sample IDSub-Matrix: SOIL

(Matrix: SOIL)

--------10-Jul-2017 00:0010-Jul-2017 00:0010-Jul-2017 00:00Client sampling date / time

----------------ES1717269-023ES1717269-022ES1717269-021UnitLORCAS NumberCompound

Result Result Result ---- ----


15.4 16.6 18.9 ---- ----%1----Moisture Content


0.3 2.1 0.4 ---- ----meq/100g0.1----Exchangeable Calcium

11.3 7.0 4.4 ---- ----meq/100g0.1----Exchangeable Magnesium

0.1 0.2 0.2 ---- ----meq/100g0.1----Exchangeable Potassium

0.9 1.9 0.7 ---- ----meq/100g0.1----Exchangeable Sodium

12.7 11.1 7.8 ---- ----meq/100g0.1----Cation Exchange Capacity


<10Sulfate as SO4 2- 430 <10 ---- ----mg/kg1014808-79-8


1890Chloride 1050 1400 ---- ----mg/kg1016887-00-6

0 0.00 True

Environmental

CERTIFICATE OF ANALYSISWork Order : Page : 1 of 2ES1717894

:: LaboratoryClient A.D. ENVIROTECH AUSTRALIA PTY LTD Environmental Division Sydney

: :ContactContact MR BIKESH DEOJU Customer Services ES

:: AddressAddress 6/7 MILLENIUM COURT

SILVERWATER NSW 2128

277-289 Woodpark Road Smithfield NSW Australia 2164

:Telephone 02 8541 7214 :Telephone +61-2-8784 8555

:Project STC-754-12439 Date Samples Received : 19-Jul-2017 13:50

:Order number PM-F-07B1 Date Analysis Commenced : 21-Jul-2017

:C-O-C number ---- Issue Date : 28-Jul-2017 13:17

Sampler : LUIS SANTOS

Site : ----

Quote number : EN/097/17

1:No. of samples received

1:No. of samples analysed

This report supersedes any previous report(s) with this reference. Results apply to the sample(s) as submitted. This document shall not be reproduced, except in full.

This Certificate of Analysis contains the following information:

l General Comments

l Analytical Results

Additional information pertinent to this report will be found in the following separate attachments: Quality Control Report, QA/QC Compliance Assessment to assist with

Quality Review and Sample Receipt Notification.

SignatoriesThis document has been electronically signed by the authorized signatories below. Electronic signing is carried out in compliance with procedures specified in 21 CFR Part 11.

Signatories Accreditation CategoryPosition

Ankit Joshi Inorganic Chemist Sydney Inorganics, Smithfield, NSW

Celine Conceicao Senior Spectroscopist Sydney Inorganics, Smithfield, NSW

Dian Dao Sydney Inorganics, Smithfield, NSW

Edwandy Fadjar Organic Coordinator Sydney Inorganics, Smithfield, NSW

R I G H T S O L U T I O N S | R I G H T P A R T N E R

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General Comments

The analytical procedures used by the Environmental Division have been developed from established internationally recognized procedures such as those published by the USEPA, APHA, AS and NEPM. In house

developed procedures are employed in the absence of documented standards or by client request.

Where moisture determination has been performed, results are reported on a dry weight basis.

Where a reported less than (<) result is higher than the LOR, this may be due to primary sample extract/digestate dilution and/or insufficient sample for analysis.

Where the LOR of a reported result differs from standard LOR, this may be due to high moisture content, insufficient sample (reduced weight employed) or matrix interference.

When no sampling time is provided, the sampling time will default 00:00 on the date of sampling. If no sampling date is provided, the sampling date will be assumed by the laboratory and displayed in brackets without a

time component.

Where a result is required to meet compliance limits the associated uncertainty must be considered. Refer to the ALS Contact for details.

CAS Number = CAS registry number from database maintained by Chemical Abstracts Services. The Chemical Abstracts Service is a division of the American Chemical Society.

LOR = Limit of reporting

^ = This result is computed from individual analyte detections at or above the level of reporting

ø = ALS is not NATA accredited for these tests.

~ = Indicates an estimated value.

Key :

ED007 and ED008: When Exchangeable Al is reported from these methods, it should be noted that Rayment & Lyons (2011) suggests Exchange Acidity by 1M KCl - Method 15G1 (ED005) is a more suitable method

for the determination of exchange acidity (H+ + Al3+).

l

Analytical Results

----------------BH37-1.0Client sample IDSub-Matrix: SOIL

(Matrix: SOIL)

----------------19-Jul-2017 00:00Client sampling date / time

--------------------------------ES1717894-001UnitLORCAS NumberCompound

Result ---- ---- ---- ----


18.1 ---- ---- ---- ----%1.0----Moisture Content




<0.1 ---- ---- ---- ----meq/100g0.1----Exchangeable Potassium



11.1 ---- ---- ---- ----%0.1----Exchangeable Sodium Percent

0.2 ---- ---- ---- -----0.1----Calcium/Magnesium Ratio

<0.1 ---- ---- ---- -----0.1----Magnesium/Potassium Ratio


150Sulfate as SO4 2- ---- ---- ---- ----mg/kg1014808-79-8


760Chloride ---- ---- ---- ----mg/kg1016887-00-6

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